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O-16-28
VILLAGE OF STATE OF ILLINOIS ) COUNTIES OF LAKE AND COOK ) SS VILLAGE OF DEERFIELD ) DEERFIELD Imaqe# 061868160039 Type: ORD Recorded: 02/11/2022 at 01:25:26 PM Receipt#: 2022-00013861 Paqe 1 of 39 Fees: $50.00 Lake County IL Recorder Mary Ellen Vanderventer Recorder File7873054 The undersigned hereby certifies that he is the duly appointed Deputy Village Clerk of the Village of Deerfield, Lake and Cook Counties, Illinois, and that the attached is a true and accurate copy of Ordinance 0-16-28 Authorizing a Class B Special Use to Permit the Establishment of a Shredd415 Fitness Studio in the Shoppers Court Commercial Planned Unit Development at 636 Deerfield Road Dated this November 29, 2021 ro.;J I K. DANIEL VAN DUSENT Deputy Village Clerk Prepared by and after recording return to: Daniel Van Dusen Village of Deerfield 850 Waukegan Road Deerfield, IL 60015 850 WAUKEGAN ROAD DEERFIELD, ILLINOIS 60015 TELEPHONE 847.945.5000 FAX 847.945.0214 3DUWQHUVLQ'HVLJQ$UFKLWHFWV,QF 3DUWQHUVLQ'HVLJQ$UFKLWHFWV,QF 6 3 6 6 3 6 3DUWQHUVLQ'HVLJQ$UFKLWHFWV,QF KLOA, Inc. Transportation and Parking Planning Consultants 9575 West Higgins Road, Suite 400 | Rosemont, Illinois 60018 p: 847-518-9990 | f: 847-518-9987 MEMORANDUM TO: Jonathan Berger Bensenville Associates, Inc. FROM: Nicholas J. Butler Consultant Luay R. Aboona, PE Principal DATE: August 10, 2016 SUBJECT: Traffic and Parking Impact Study Deerfield Shoppers Court Deerfield, Illinois This memorandum summarizes the results of a traffic and parking impact study conducted by Kenig, Lindgren, O’Hara, Aboona, Inc. (KLOA, Inc.) for Shred 415 located within the Deerfield Shoppers Court at 636-660 Deerfield Road in Deerfield, Illinois. The site, which currently contains a vacant building, is located on the north side of Deerfield Road approximately 250 feet west of its intersection with Rosemary Terrace. As proposed, 3,200 square-feet of the total the 14,000 square-foot commercial building will be occupied by the proposed Shred 415. For the purposes of this study, the remaining 10,800 square feet of the existing building were assumed to be occupied by a martial arts studio, a quick-service restaurant and retail space. The development is provided with a 75-space surface parking lot to the north and a 49-space municipal lot to the east. Access to the development is proposed to continue to be provided via the existing full access drive off Rosemary Terrace, the two existing full access drives off Deerfield Road, and the existing cross- access connection to Waukegan Road. Figure 1 shows the location of the site in relation to the area roadway system. Figure 2 shows an aerial view of the site area. The purpose of this study was to examine background traffic conditions, assess the impact that the proposed development will have on traffic conditions in the area, and determine if any roadway or access improvements are necessary to accommodate traffic generated by the proposed development. The sections of this memorandum present the following: Existing roadway conditions A description of the proposed development Directional distribution of the development traffic Vehicle trip generation for the development Future traffic conditions including access to the site Traffic analyses for the weekday morning, weekday evening, and Saturday midday peak hours Recommendations with respect to adequacy of the site access system and adjacent roadway system Evaluation of the existing parking locations surrounding the development in accommodating the existing and projected parking demand 2 Site Location Figure 1SITE 3 Aerial View of Site Location Figure 2 SITE 4 Existing Conditions Transportation conditions in the site area were inventoried to obtain a database for projecting future conditions. Three general components of existing conditions were considered: (1) the geographical location of the site, (2) the characteristics of the roadways and traffic control devices in the site area, and (3) the traffic volumes on the roadways. Site Location The development site is located on the north side of Deerfield Road approximately 250 feet west of Rosemary Terrace and is currently occupied by a vacant building served by two full access drives on Deerfield Road, one full access drive on Rosemary Terrace, and cross-access to Waukegan Road. The development is surrounded by retail uses to the west and south, Christ United Methodist Church and residential homes to the east, and residential homes to the north. Existing Roadway System Characteristics The characteristics of the existing roadways near the development are described below. Figure 3 illustrates the existing roadway characteristics. Deerfield Road is an east-west roadway that in the vicinity of the site provides two lanes in each direction. At its signalized intersection with Waukegan Road, Deerfield Road provides an exclusive left-turn lane, two through lanes, and an exclusive right-turn lane on the west approach and an exclusive left-turn lane, an exclusive through lane, and a shared through/right-turn lane on the east approach. Both approaches provide standard style crosswalks with pedestrian signals. At its signalized intersection with Rosemary Terrace, Deerfield Road provides an exclusive left-turn lane, an exclusive through lane, and a shared through/right-turn lane on both approaches. The west leg provides a standard style crosswalk with pedestrian walk signals. Along the north side of Deerfield Road there are three curb cuts to allow access to the adjacent parking lots. The two most easterly driveways allow full movements and the most westerly driveway allows for exiting movements only. Deerfield Road is under the jurisdiction of the Village of Deerfield, carries an average daily traffic (ADT) volume of 22,400 vehicles east of Waukegan Road and 19,700 vehicles west of Waukegan Road, and has a posted speed limit of 30 miles per hour. It should be noted that Deerfield Road from west of Waukegan Road to east of US 41 is currently under construction for a reconstruction/rehabilitation project. The project includes the reconstruction of the roadway and the modernization of the traffic signals in the corridor. It is our understating that after the reconstruction project the roadway jurisdiction will be transferred to the Lake County Division of Transportation (LCDOT). TERRACEROSEMARYSITE ROAD DEERFIELD BUILDING RETAIL PARKING LOT MUNICIPAL N NOT TO SCALE - CONTINENTAL CROSSWALK - TRAVEL LANE - TRAFFIC SIGNAL - STOP SIGN LEGEND Existing Street Characteristics PROJECT:TITLE: Job No: 16-151 Figure: 3 Deerfield, Illinois Deerfield Shoppers Court 5 6 Waukegan Road is a north-south roadway that in the vicinity of the site provides two lanes in each direction. At its signalized intersection with Deerfield Road, Waukegan Road provides an exclusive left-turn lane, two through lanes, and an exclusive right-turn lane on the south approach, and an exclusive left-turn lane, an exclusive through lane, and a shared through/right-turn lane on the north approach. Both approaches provide standard style crosswalks with pedestrian walk signals. At its unsignalized intersection with Orchard Street, Waukegan Road provides an exclusive through lane, a shared through/right-turn lane, and a standard style crosswalk on the south approach, and a shared left-turn/through lane and an exclusive through lane on the north approach. Waukegan Road is under the jurisdiction of the of the Illinois Department of Transportation (IDOT), carries an ADT volume of 12,400 vehicles north of Deerfield Road and 27,400 vehicles south of Deerfield Road, and has a posted speed limit of 30 miles per hour. Rosemary Terrace is a north-south roadway that in the vicinity of the site provides one lane in each direction and extends from Deerfield Road north to its terminus at Westgate Road. At its signalized intersection with Deerfield Road, Rosemary Terrace provides a shared left- turn/through/right-turn lane on the north approach. An access drive is aligned opposite Rosemary Terrace to create a south leg to this intersection. This access drive provides an exclusive left-turn lane and an exclusive right-turn lane. Standard style crosswalks are provided on both approaches with pedestrian walk signals. At its unsignalized intersection with Orchard Street, Rosemary Terrace provides a shared left-turn/through lane on the south approach and a shared through/right-turn lane on the north approach. Northbound left-turn movements onto Orchard Street are prohibited from 7:00 A.M. to 9:00 A.M. and 4:00 P.M. to 6:00 P.M. on weekdays except for buses. Along the west side of Rosemary Terrace is a curb cut to allow full movement access to the adjacent parking lots that currently occupy the site. Along the east side of Rosemary Terrace is a “U” shaped one-way driveway for drop-off/pick-up operations for the Christ United Methodist Church. Rosemary Terrace is under the jurisdiction of the Village of Deerfield and has a posted speed limit of 25 miles per hour. 7 Existing Traffic Volumes Due to the ongoing construction on Deerfield Road, turning movement vehicle, pedestrian, and bicycle traffic counts that were previously conducted during the weekday morning (7:00 A.M. to 9:00 A.M.), weekday evening (4:00 P.M. to 6:00 P.M.), and Saturday midday (12:00 P.M. to 2:00 P.M.) peak periods on Thursday, November 13, 2014 and Saturday, November 15, 2014 at the following intersections were utilized: 1. Deerfield Road with Waukegan Road 2. Deerfield Road with Rosemary Terrace 3. Rosemary Terrace with Orchard Street 4. Rosemary Terrace with Christ United Methodist Church/Vacant Building Access Drive 5. Deerfield Road with the three access drives between Waukegan Road and Rosemary Terrace (East Access Drive, Middle Access Drive, and West Access Drive) From the turning movement count data, it was determined that the weekday morning peak hour generally occurs between 7:15 A.M. and 8:15 A.M., the weekday evening peak hour generally occurs between 4:30 P.M. and 5:30 P.M., and the Saturday midday peak hour generally occurs between 12:00 P.M. and 1:00 P.M. These respective peak hours will be used for the traffic capacity analyses and are presented later in this report. The traffic count summary sheets are included in the appendix. In order to account for regional growth between 2014 and 2016, these counts were increased by one percent per year (two percent total) to represent Year 2016 existing traffic volumes. The adjusted existing peak hour traffic volumes are shown in Figure 4. Accident Analysis KLOA, Inc. obtained accident data for the past five years (2010 to 2014) for the intersection of Deerfield Road with Rosemary Terrace. The accident data for the intersection is summarized in Table 1. A review of the accident data indicated that there were no fatalities reported. Table 1 DEERFIELD ROAD AND ROSEMARY TERRACE ACCIDENT SUMMARY Type of Accident Frequency Year Turning Object Rear End Pedestrian Sideswipe Animal Total 2010 1 - 1 1 - - 3 2011 1 - 1 - - - 2 2012 2 - - 1 - - 3 2013 2 - 3 - 2 - 7 2014 1 - 3 - 1 - 5 Total 7 0 8 2 3 0 20 Average/Year 1.4 0 1.6 >1.0 >1.0 0 4.0 TERRACEROSEMARYROAD DEERFIELD SITE BUILDING RETAIL PARKING LOT MUNICIPAL N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (7:15-8:15 AM) - PM PEAK HOUR (4:30-5:30 PM) [00]- SATURDAY MIDDAY PEAK HOUR (12:00-1:00 PM) Figure: 4 TITLE: Existing Traffic Volumes Job No: 16-151 PROJECT: 1000 (1036) [953] 7 (8) [18] 994 (1029) [936] 2 (8) [13] 964 (1168) [926]12 (20) [19]0 (0) [3]0 (1) [0] 964 (1167) [929]1 (1) [1]1 (0) [1]1 (0) [3] 12 (16) [16] 908 (1084) [859] 45 (67) [55] 17 (26) [45] 955 (1006) [924] 25 (32) [43]37 (20) [47]7 (8) [5]41 (20) [21]5 (10) [11]1 (3) [0]24 (37) [46]0 (1) [1]30 (44) [60]85 (48) [73]0 (1) [1]2 (7) [14] 12 (19) [44] 0 (0) [0] 0 (1) [1] 0 (1) [1]11 (7) [17]19 (37) [43]73 (29) [29]3 (1) [9]Deerfield, Illinois Deerfield Shoppers Court 8 9 Traffic Characteristics of the Deerfield Shoppers Court In order to properly evaluate future traffic conditions in the surrounding area, it was necessary to determine the traffic characteristics of the proposed development, including the directional distribution and volumes of traffic that it will generate. Proposed Development Plan As proposed, 3,200 square-feet of the existing 14,000 square-foot building will be occupied by Shred 415. For the purposes of the analyses, in order to provide conservative traffic and parking generation, the remaining 10,800 square-feet within the existing building was assumed include the following tenants: - A 1,900 square-foot martial arts studio - A 2,300 square-foot quick service restaurant (QSR) - 6,500 square feet of specialty retail Access to the development will be provided via the existing access system that consists of the following: The existing access drive on Rosemary Terrace is located approximately 200 feet north of Deerfield Road and allows full movements in and out of the site. The access drive currently provides one inbound lane and one outbound lane with outbound movements under stop sign control. The existing east access drive on Deerfield Road is located approximately 150 feet west of Rosemary Terrace and allows full movements in and out of the site. The access drive currently provides one inbound lane and one outbound lane with outbound movements under stop sign control. The existing west access drive on Deerfield Road is located approximately 300 feet west of Rosemary Terrace and allows full movements in and out of the site. The access drive currently provides one inbound lane and one outbound lane with outbound movements under stop sign control. The cross-access between the site’s parking lot and the adjacent parking lot to the west which will provide access to Waukegan Road. Directional Distribution The directional distribution of how traffic will approach and depart the site was estimated based on a combination of existing travel patterns and the orientation and physical restrictions of the surrounding roadway system. The estimated directional distribution for the development was established and is illustrated in Figure 5. TO WAUKEGAN RD TERRACEROSEMARYSITE ROAD DEERFIELD BUILDING RETAIL PARKING LOT MUNICIPAL N NOT TO SCALE 00' 00%- PERCENT DISTRIBUTION - DISTANCE IN FEET LEGEND Estimated Directional Distribution Figure: 5 TITLE: Job No: 16-151 PROJECT: 10% Deerfield, Illinois Deerfield Shoppers Court 55%10%25% 10 11 Estimated Site-Generated Traffic Volumes The peak hour traffic volumes that will be generated by the proposed Shred 415 were based on information provided regarding class schedules and sizes and KLOA, Inc.’s work on another location. Additionally, traffic estimates for the martial arts studio were based on information provided regarding class schedules and sizes, traffic estimates for the quick service restaurant were based on previous studies conducted by KLOA at other similar locations. For the specialty retail, the estimated trip generation was based on the ITE Trip Generation Manual, 9th Edition’s trip rates for specialty retail (Land-Use Code 826). Table 2 shows the estimated peak hour traffic to be generated by the proposed development. Table 2 PROJECTED SITE-GENERATED TRAFFIC VOLUMES Land-Use Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour Size In Out Total In Out Total In Out Total Shred 415 3,200 s.f. 17 17 34 22 22 44 24 24 48 Martial Arts 1,900 s.f. 0 0 0 23 23 46 12 12 24 Quick Service Restaurant 2,300 s.f. 5 5 10 25 20 45 32 32 63 Specialty Retail 6,500 s.f. 2 2 4 8 10 18 13 13 26 Total 24 24 48 78 75 153 81 81 162 12 Projected Traffic Conditions The total projected traffic volumes include the existing traffic volumes, increase in background traffic due to growth, and the traffic estimated to be generated by the proposed subject development. Development Traffic Assignment The peak hour traffic volumes projected to be generated by the proposed development were assigned to the area roadways based on the directional distribution analysis (Figure 5). Figure 6 shows the assignment of the development-generated traffic volumes. Background Traffic Conditions In order to account for background growth, the Chicago Metropolitan Agency for Planning (CMAP) Year 2040 population and employment forecast was used which indicated that the existing traffic volumes will be increased by less than one-half percent per year. However, in order to provide a conservative analysis, the traffic volumes were increased by one percent per year for six years (a total of six percent) to reflect Year 2022 traffic conditions. A copy of the CMAP traffic projections can be found in the Appendix. Total Projected Traffic Volumes Total projected traffic volumes include the existing traffic volumes increased by six percent and the traffic estimated to be generated by the proposed subject development (Figure 6). Figure 7 shows the total projected traffic volumes. Estimated Site-Generated Traffic Volumes TO WAUKEGAN RD TERRACEROSEMARYSITE ROAD DEERFIELD BUILDING RETAIL PARKING LOT MUNICIPAL N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (7:15-8:15 AM) - PM PEAK HOUR (4:30-5:30 PM) [00]- SATURDAY MIDDAY PEAK HOUR (12:00-1:00 PM) Figure: 6 TITLE: Job No: 16-151 PROJECT: 8 (27) [29]6 (20) [21]8 (27) [29]6 (20) [21]1 (3) [3] 5 (17) [17] 5 (17) [18] 2 (6) [6]4 (13) [14]4 (14) [15]4 (14) [14] 5 (17) [18]5 (13) [15]1 (3) [3]7 (17) [18] 6 (20) [21] 1 (3) [3] 4 (27) [30] 3 (8) [9] 13 (42) [44]1 (3) [3]5 (13) [15]2 (8) [8] 2 (8) [8] Deerfield, Illinois Deerfield Shoppers Court 2 (8) [8]2 (8) [8]13 TO WAUKEGAN RD TERRACEROSEMARYSITE ROAD DEERFIELD BUILDING RETAIL PARKING LOT MUNICIPAL N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (7:15-8:15 AM) - PM PEAK HOUR (4:30-5:30 PM) [00]- SATURDAY MIDDAY PEAK HOUR (12:00-1:00 PM) Figure: 7 TITLE: Job No: 16-151 PROJECT: 1063 (1117) [1024]1065 (1115) [1030] Year 2022 Total Projected Traffic Volumes98 (78) [106]0 (0) [0] 0 (1) [1] 0 (1) [1] 21 (47) [76]5 (9) [18]77 (31) [30]18 (27) [39]20 (40) [46]0 (1) [1]0 (1) [1]38 (67) [85]43 (34) [64]7 (9) [5]48 (35) [37]19 (31) [51] 1017 (1083) [998] 27 (34) [46] 18 (34) [35] 965 (1155) [917] 48 (71) [58]25 (39) [49]1 (3) [0]5 (11) [12]5 (14) [17] 7 (18) [18] 1029 (1257) [1006] 8 (12) [22] 5 (17) [23] 1035 (1272) [1018]18 (34) [35]1 (3) [6]2 (8) [8] 2 (8) [8]2 (3) [4]6 (14) [16]Deerfield, Illinois Deerfield Shoppers Court 25 (15) [23] 14 15 Traffic Analysis and Recommendations The following provides an evaluation conducted for the weekday morning, weekday evening, and Saturday midday peak hours. The analysis includes conducting capacity analyses to determine how well the roadway system and access drives are projected to operate and whether any roadway improvements or modifications are required. Traffic Analyses Roadway and adjacent or nearby intersection analyses were performed for the weekday morning, weekday evening, and Saturday midday peak hour periods for the existing (Year 2016) and future projected (Year 2022) traffic volumes. The traffic analyses were performed using the methodologies outlined in the Transportation Research Board’s Highway Capacity Manual (HCM), 2010 and analyzed using Synchro 8 computer software. The analysis for the traffic-signal controlled intersections were accomplished using actual cycle lengths and phasings to determine the average overall vehicle delay and levels of service. The ability of an intersection to accommodate traffic flow is expressed in terms of level of service, which is assigned a letter from A to F based on the average control delay experienced by vehicles passing through the intersection. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for signalized intersections and unsignalized intersections are included in the Appendix of this report. Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) for the existing and Year 2022 total projected conditions are presented in Tables 3 and 4, respectively. A discussion of the intersections follows. Summary sheets for the capacity analyses are included in the Appendix. 16 Table 3 CAPACITY ANALYSIS RESULTS—EXISTING TRAFFIC VOLUMES Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour Intersection LOS Delay LOS Delay LOS Delay Deerfield Road and Rosemary Terrace1 Overall B 12.6 A 9.9 B 12.3 Northbound Approach B 10.8 B 14.0 B 11.0 Southbound Approach D 39.8 D 37.3 D 45.4 Eastbound Approach B 12.0 B 10.1 B 12.1 Westbound Approach B 10.8 A 8.2 B 10.2 Rosemary Terrace and Access Drive2 Eastbound Approach A 9.1 A 8.7 A 9.0 Westbound Approach A 0.0 A 9.3 A 9.9 Northbound Left A 2.8 A 1.2 A 2.1 Deerfield Road and West Access Drive2 Southbound Approach A 8.7 A 8.8 B 11.5 Eastbound Left A 0.1 A 0.1 A 0.2 Deerfield Road and East Access Drive2 Southbound Approach C 18.2 A 9.8 C 16.8 Eastbound Left A 0.0 A 0.1 A 0.0 LOS = Level of Service Delay is measured in seconds. 1 - Unsignalized Intersection 2 - Signalized Intersection 17 Table 4 CAPACITY ANALYSIS RESULTS - PROJECTED YEAR 2022 TRAFFIC VOLUMES Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour Intersection LOS Delay LOS Delay LOS Delay Deerfield Road and Rosemary Terrace1 Overall B 13.7 B 12.7 B 15.2 Northbound Approach B 10.6 B 14.3 B 11.3 Southbound Approach D 41.8 D 38.8 D 47.8 Eastbound Approach B 13.0 B 12.2 B 13.9 Westbound Approach B 11.8 B 11.4 B 13.4 Rosemary Terrace and Access Drive2 Eastbound Approach A 9.1 A 9.0 A 9.3 Westbound Approach A 0.0 A 9.9 B 10.7 Northbound Left Turn A 3.7 A 3.0 A 3.5 Deerfield Road and West Access Drive2 Southbound Approach B 10.1 B 12.0 B 12.8 Eastbound Left Turn A 0.5 A 0.7 A 0.9 Deerfield Road and East Access Drive2 Southbound Approach B 15.0 B 14.9 B 13.6 Eastbound Left Turn A 0.5 A 1.0 A 1.1 LOS = Level of Service Delay is measured in seconds. 1 - Unsignalized Intersection 2 - Signalized Intersection 18 Discussion and Recommendations The following summarizes how the intersections are projected to operate and identifies any roadway and traffic control improvements necessary to accommodate the development traffic. Deerfield Road and Rosemary Terrace The results of the capacity analyses indicate that this intersection currently operates at the satisfactory LOS B or better during the weekday morning, weekday evening, and Saturday midday peak hours. Under projected conditions, this intersection is expected to continue operating at LOS B during the peak hours. The overall delay is expected to increase by approximately three seconds. These results show that this intersection will be able to accommodate future traffic volumes and that geometric traffic control improvements will not be necessary. Rosemary Terrace and Full Access Drive The results of the capacity analyses indicate that the entering and exiting movements at this access drive are currently operating at a good LOS A during all three peak hours. Under projected conditions, the entering and exiting movements are expected to operate at a LOS B or better during all three peak hours. These results show that this access drive will continue to provide safe and adequate access to the development. Deerfield Road and West Full Access Drive The results of the capacity analyses indicate that the entering and exiting movements at this access drive are currently operating at a good LOS B or better during all three peak hours. Under projected conditions, the entering and exiting movements are expected to continue operating at a LOS B or better during all three peak hours. These results show that this access drive will continue to provide safe and adequate access to the development. Deerfield Road and East Full Access Drive The results of the capacity analyses indicate that the entering and exiting movements at this access drive are currently operating at an acceptable LOS C or better during all three peak hours. Under projected conditions, the entering and exiting movements are expected to operate at a LOS B or better during all three peak hours. These results show that this access drive will continue to provide safe and adequate access to the development. 19 Parking Analysis In order to demine the existing parking demand within the site’s parking lot (approximately 75 spaces) and the Deerfield municipal parking lot (approximately 49 spaces), parking occupancy surveys were conducted in half hour intervals on Thursday June 2, 2016 and Saturday June 4, 2016 from 9:00 A.M. to 11:30 A.M. and from 2:00 P.M. to 7:00 P.M. The results of the surveys are summarized in Tables 5 and 6 for Thursday and Saturday, respectively. As it can be seen from Tables 5 and 6, the existing parking supply of 124 parking spaces is more than adequate in accommodating the existing parking demand for the surrounding commercial developments. The peak occupancy on Thursday was 50 spaces (40 percent) occurring at 4:00 P.M. and the peak occupancy on Saturday was 75 spaces (60 percent) occurring at 12:00 P.M. 20 Table 5 PARKING OCCUPANCY SUMMARY – THURSDAY JUNE 2, 2016 Time Period Site Parking Lot Deerfield Municipal Parking Lot Total Parking Occupancy Percent Occupied Parking Occupancy Percent Occupied Parking Occupancy Percent Occupied 9:00 A.M. 23 31% 4 8% 27 22% 9:30 A.M. 23 31% 5 10% 28 23% 10:00 A.M. 27 36% 7 14% 34 27% 10:30 A.M. 26 35% 7 14% 33 27% 11:00 A.M. 28 37% 7 14% 35 28% 11:30 A.M. 29 39% 7 14% 36 29% 12:00 P.M. 38 51% 8 16% 46 37% 12:30 P.M. 40 53% 7 14% 47 38% 1:00 P.M. 34 45% 8 16% 42 34% 1:30 P.M. 30 40% 8 16% 38 31% 2:00 P.M. 29 39% 9 18% 38 31% 2:30 P.M. 23 31% 9 18% 32 26% 3:00 P.M. 23 31% 9 18% 32 26% 3:30 P.M. 20 27% 6 12% 26 21% 4:00 P.M. 31 41% 19 39% 50 40% 4:30 P.M. 24 32% 14 29% 38 31% 5:00 P.M 19 25% 8 16% 27 22% 5:30 P.M. 10 13% 6 12% 16 13% 6:00 P.M. 20 27% 5 10% 25 20% 6:30 P.M. 19 25% 5 10% 24 19% 7:00 P.M. 20 27% 11 22% 31 25% Inventory 75 spaces 49 spaces 124 spaces 21 Table 6 PARKING OCCUPANCY SUMMARY – SATURDAY JUNE 4, 2016 Time Period Site Parking Lot Deerfield Municipal Parking Lot Total Parking Occupancy Percent Occupied Parking Occupancy Percent Occupied Parking Occupancy Percent Occupied 9:00 A.M. 11 15% 16 33% 27 22% 9:30 A.M. 15 20% 22 45% 37 30% 10:00 A.M. 18 24% 25 51% 43 35% 10:30 A.M. 18 24% 34 69% 52 42% 11:00 A.M. 20 27% 22 45% 42 34% 11:30 A.M. 22 29% 16 33% 38 31% 12:00 P.M. 47 63% 28 57% 75 60% 12:30 P.M. 32 43% 16 33% 48 39% 1:00 P.M. 39 52% 14 29% 53 43% 1:30 P.M. 37 49% 14 29% 51 41% 2:00 P.M. 31 41% 9 18% 40 32% 2:30 P.M. 24 32% 8 16% 32 26% 3:00 P.M. 19 25% 8 16% 27 22% 3:30 P.M. 11 15% 8 16% 19 15% 4:00 P.M. 13 17% 7 14% 20 16% 4:30 P.M. 19 25% 2 4% 21 17% 5:00 P.M 32 43% 4 8% 36 29% 5:30 P.M. 39 52% 3 6% 42 34% 6:00 P.M. 37 49% 4 8% 41 33% 6:30 P.M. 31 41% 2 4$ 33 27% 7:00 P.M. 23 31% 3 6% 26 21% Inventory 75 spaces 49 spaces 124 spaces 22 In order to determine the adequacy of the parking supply in meeting the parking needs of the proposed uses, KLOA, Inc. determined the parking needs for each tenant as follows: The Shred 415 parking needs were based on previous studies conducted for the proposed tenant. Based on the previous studies, it was determined that the peak parking demand will be 28 spaces on a weekday and 20 spaces on a Saturday. For the martial arts studio, the parking needs were based on the class schedules and sizes as obtained from other locations. Based on that, it was determined that the total peak parking demand will be 16 spaces on both a weekday and a Saturday. The parking needs for the QSR were based on the ITE’s Parking Generation Manual, 4th Edition as a Fast-Food Restaurant without a Drive-Through Window (Land-Use Code 933). Based on that, the peak parking demand will be 19 spaces for both a weekday and a Saturday. The parking needs for the specialty retail were also based on the ITE’s Parking Generation Manual, 4th Edition. Because there is no formation provided in the manual for specialty retail (Land-Use Code 826), information for a shopping center (Land-Use Code 820) during a non-Friday weekday (non-December) and a Saturday (non-December) were used instead. The weekday average peak period parking demand was 2.55 vehicles per 1,000 square feet of gross land area (GLA) and the Saturday average peak period parking demand was 2.87 vehicles per 1,000 square feet of GLA which results in a total peak period demand of 17 spaces on a weekday and 19 spaces on a Saturday. Therefore, the projected parking demand for the proposed tenants will be 80 spaces on a weekday and 74 spaces on a Saturday. The peak parking demand for each use on a weekday and a Saturday is summarized in Table 7. Table 7 ESTIMATED PEAK PARKING DEMAND Land Use Weekday Rates Saturday Rates Retail 17 19 Quick Service Restaurant 19 19 Shred 415 28 20 Martial Arts 16 16 Total 80 74 23 Parking Evaluation Tables 8 and 9 show the hourly distribution of parking demand for each of the proposed land uses added to the total existing parking demand. The hourly distribution for Shred 415 and the martial arts studio are based on information obtained regarding class schedules, while the hourly distribution for the QSR and the specialty retail were based on the shared parking study from ULI. As can be seen from Tables 8 and 9, the existing parking supply of 124 parking spaces will be adequate in accommodating the future parking demand for both existing uses as well as the proposed tenants within Deerfield Shoppers Court. The peak occupancy on Thursday will be 114 spaces (92 percent) occurring at 4:00 P.M. and the peak occupancy on Saturday will be 122 spaces (98 percent) occurring at 1:00 P.M. It should be noted that the peak parking projections for the Shred 415 and the martial arts tenants were conservative since no reductions were applied to account for carpooling and classes were assumed to be at capacity throughout the day. 24 Table 8 PROJECTED PEAK PARKING OCCUPANCY – THURSDAY Time Period Existing Demand Specialty Retail RestaurantShred 415 Martial ArtsTotal Occupancy Percent Occupied9:00 A.M. 27 6 0 17 16 66 53% 9:30 A.M. 28 6 0 17 8 59 48% 10:00 A.M. 34 11 5 11 8 69 56% 10:30 A.M. 33 11 5 11 8 68 55% 11:00 A.M. 35 15 16 11 8 85 69% 11:30 A.M. 36 15 16 11 16 94 76% 12:00 P.M. 46 16 18 20 2 102 85% 12:30 P.M. 47 16 18 20 2 103 83% 1:00 P.M. 42 17 19 17 2 97 78% 1:30 P.M. 38 17 19 17 2 93 75% 2:00 P.M. 38 16 18 11 2 85 69% 2:30 P.M. 32 16 18 11 2 79 64% 3:00 P.M. 32 15 11 11 2 71 57% 3:30 P.M. 26 15 11 11 16 79 64% 4:00 P.M. 50 15 11 22 16 114 92% 4:30 P.M. 38 15 11 22 16 102 82% 5:00 P.M. 27 16 11 25 16 95 77% 5:30 P.M. 16 16 11 25 16 84 68% 6:00 P.M. 25 16 16 28 16 101 81% 6:30 P.M. 24 16 16 28 16 100 81% 7:00 P.M. 31 16 15 28 16 106 85% 25 Table 9 PROJECTED PEAK PARKING OCCUPANCY – SATURDAY Time Period Existing Demand Specialty Retail RestaurantShred 415 Martial Arts Total OccupancyPercent Occupied9:00 A.M. 27 6 6 17 16 72 58% 9:30 A.M. 37 6 6 17 16 82 66% 10:00 A.M. 43 10 11 17 16 97 78% 10:30 A.M. 52 10 11 17 16 106 86% 11:00 A.M. 42 12 16 17 16 103 83% 11:30 A.M. 38 12 16 17 16 99 80% 12:00 P.M. 45 15 19 20 16 115 93% 12:30 P.M. 48 15 19 20 16 118 95% 1:00 P.M. 53 17 19 17 16 122 98% 1:30 P.M. 51 17 19 17 16 120 97% 2:00 P.M. 40 19 17 11 16 103 83% 2:30 P.M. 32 19 17 11 16 95 77% 3:00 P.M. 27 19 11 11 2 70 56% 3:30 P.M. 19 19 11 11 0 60 48% 4:00 P.M. 20 18 11 11 0 60 48% 4:30 P.M. 21 18 11 11 0 61 49% 5:00 P.M. 36 17 11 11 0 75 60% 5:30 P.M. 42 17 11 2 0 72 58% 6:00 P.M. 41 15 16 0 0 72 58% 6:30 P.M. 33 15 16 0 0 64 52% 7:00 P.M. 26 14 15 0 0 55 44% 26 Conclusion Based on the preceding analyses and recommendations, the following conclusions have been made: The results of the traffic analyses indicate that the studied intersections will continue operating at acceptable levels of service, which indicates that site-generated traffic will not have a significant impact on the area traffic. The access system serving the site will continue to provide maximum access flexibility for customers and employees. The existing parking supply provided by the site and the municipal lot for a total of 124 spaces will be adequate in accommodating the projected peak parking demand. Appendix Traffic Count Summary Sheets CMAP Letter Level of Service Criteria Capacity Analysis Summary Sheets Traffic Count Summary Sheets Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Deerfield/RosemarySite Code:Start Date: 11/13/2014Page No: 1Turning Movement DataStart TimeDeerfield RoadDeerfield RoadRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:00 AM 0 2 177 101189 0 3 185 10189 0 2 0 608 0 4 0 10014 4007:15 AM 0 3 201 130217 0 7 210 60223 0 1 0 637 0 11 3 4018 4657:30 AM 0 2 201 40207 0 7 255 00262 0 2 1 7110 0 5 2 10017 4967:45 AM 0 4 262 130279 0 5 247 70259 0 2 0 507 0 13 2 13028 573Hourly Total 0 11 841 401892 0 22 897 140933 0 7 1 24432 0 33 7 37077 19348:00 AM 0 3 232 140249 0 5 199 40208 0 0 0 505 0 7 0 13020 4828:15 AM 0 2 211 167229 0 9 195 30207 0 1 0 415 0 10 1 4215 4568:30 AM 0 6 212 244242 0 12 229 80249 0 3 0 7010 0 10 1 5116 5178:45 AM 0 5 222 141241 0 11 236 50252 0 1 0 809 0 5 2 3110 512Hourly Total 0 16 877 6812961 0 37 859 200916 0 5 0 24129 0 32 4 25461 1967*** BREAK *** - - - --- - - - --- - - - --- - - - --- -4:00 PM 0 0 285 142299 0 21 265 100296 0 1 1 11113 0 0 2 022 6104:15 PM 0 2 225 140241 0 8 233 20243 0 4 0 6010 0 1 1 507 5014:30 PM 0 3 284 262313 0 11 256 91276 0 4 2 6112 0 4 3 5012 6134:45 PM 0 5 261 122278 0 7 216 50228 0 1 1 10112 0 7 3 2112 530Hourly Total 0 10 1055 6661131 0 47 970 2611043 0 10 4 33347 0 12 9 12333 22545:00 PM 0 4 304 114319 0 6 259 40269 0 3 0 13016 0 6 1 5012 6165:15 PM 0 4 266 173287 0 7 257 70271 0 2 0 719 0 3 1 8012 5795:30 PM 0 5 241 101256 0 6 228 30237 0 0 0 13113 0 9 0 2011 5175:45 PM 0 1 218 160235 0 8 239 20249 0 2 0 17019 0 9 1 4014 517Hourly Total 0 14 1029 5481097 0 27 983 1601026 0 7 0 50257 0 27 3 19049 2229*** BREAK *** - - - --- - - - --- - - - --- - - - --- -12:00 PM 0 6 215 181239 0 7 216 70230 0 2 0 12214 0 14 1 3018 50112:15 PM 0 1 207 82216 0 8 231 130252 0 2 0 11113 0 8 0 7115 49612:30 PM 0 2 227 110240 0 14 209 150238 0 4 0 10214 0 11 3 4118 51012:45 PM 0 7 188 171212 0 13 249 90271 0 3 0 12015 0 13 1 7021 519Hourly Total 0 16 837 544907 0 42 905 440991 0 11 0 45556 0 46 5 21272 20261:00 PM 0 5 186 140205 0 6 193 10200 0 0 0 10010 0 15 5 8028 4431:15 PM 0 3 184 94196 0 8 203 90220 0 2 2 8412 0 16 1 6323 4511:30 PM 0 2 200 103212 0 12 189 70208 0 3 0 9012 0 9 1 3113 4451:45 PM 0 5 206 140225 0 13 224 60243 0 2 0 8110 0 7 0 6113 491Hourly Total 0 15 776 477838 0 39 809 230871 0 7 2 35544 0 47 7 23577 1830Grand Total 0 82 5415 329385826 0 214 5423 14315780 0 47 7 21120265 0 197 35 13714369 12240Approach % 0.0 1.4 92.9 5.6-- 0.0 3.7 93.8 2.5-- 0.0 17.7 2.6 79.6-- 0.0 53.4 9.5 37.1-- -Total % 0.0 0.7 44.2 2.7-47.6 0.0 1.7 44.3 1.2-47.2 0.0 0.4 0.1 1.7-2.2 0.0 1.6 0.3 1.1-3.0 -Lights0 77 5298 326-5701 0 211 5300 141-5652 0 47 7 209-263 0 196 33 134-363 11979% Lights- 93.9 97.8 99.1-97.9 - 98.6 97.7 98.6-97.8 - 100.0 100.0 99.1-99.2 - 99.5 94.3 97.8-98.4 97.9 Buses0 3 49 0-52 0 0 49 0-49 0 0 0 0-0 0 1 0 2-3 104% Buses - 3.7 0.9 0.0-0.9 - 0.0 0.9 0.0-0.8 - 0.0 0.0 0.0-0.0 - 0.5 0.0 1.5-0.8 0.8Single-Unit Trucks 0 2 59 3-64 0 2 67 2-71 0 0 0 2-2 0 0 1 1-2 139% Single-UnitTrucks- 2.4 1.1 0.9-1.1 - 0.9 1.2 1.4-1.2 - 0.0 0.0 0.9-0.8 - 0.0 2.9 0.7-0.5 1.1Articulated Trucks 0 0 8 0-8 0 1 6 0-7 0 0 0 0-0 0 0 0 0-0 15% ArticulatedTrucks- 0.0 0.1 0.0-0.1 - 0.5 0.1 0.0-0.1 - 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 0.1Bicycles on Road 0 0 1 0-1 0 0 1 0-1 0 0 0 0-0 0 0 1 0-1 3% Bicycles onRoad- 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 2.9 0.0-0.3 0.0Pedestrians - - - -38- - - - -1- - - - -20- - - - -14- -% Pedestrians - - - -100.0- - - - -100.0- - - - -100.0- - - - -100.0- - Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Deerfield/RosemarySite Code:Start Date: 11/13/2014Page No: 4Turning Movement Peak Hour Data (7:15 AM)Start TimeDeerfield RoadDeerfield RoadRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:15 AM 0 3 201 130217 0 7 210 60223 0 1 0 637 0 11 3 4018 4657:30 AM 0 2 201 40207 0 7 255 00262 0 2 1 7110 0 5 2 10017 4967:45 AM 0 4 262 130279 0 5 247 70259 0 2 0 507 0 13 2 13028 5738:00 AM 0 3 232 140249 0 5 199 40208 0 0 0 505 0 7 0 13020 482Total0 12 896 440952 0 24 911 170952 0 5 1 23429 0 36 7 40083 2016Approach % 0.0 1.3 94.1 4.6-- 0.0 2.5 95.7 1.8-- 0.0 17.2 3.4 79.3-- 0.0 43.4 8.4 48.2-- -Total % 0.0 0.6 44.4 2.2-47.2 0.0 1.2 45.2 0.8-47.2 0.0 0.2 0.0 1.1-1.4 0.0 1.8 0.3 2.0-4.1 -PHF 0.000 0.750 0.855 0.786-0.853 0.000 0.857 0.893 0.607-0.908 0.000 0.625 0.250 0.821-0.725 0.000 0.692 0.583 0.769-0.741 0.880Lights0 10 850 42-902 0 24 879 16-919 0 5 1 22-28 0 35 7 38-80 1929% Lights- 83.3 94.9 95.5-94.7 - 100.0 96.5 94.1-96.5 - 100.0 100.0 95.7-96.6 - 97.2 100.0 95.0-96.4 95.7Buses0 1 21 0-22 0 0 16 0-16 0 0 0 0-0 0 1 0 2-3 41% Buses - 8.3 2.3 0.0-2.3 - 0.0 1.8 0.0-1.7 - 0.0 0.0 0.0-0.0 - 2.8 0.0 5.0-3.6 2.0Single-Unit Trucks 0 1 23 2-26 0 0 15 1-16 0 0 0 1-1 0 0 0 0-0 43% Single-UnitTrucks- 8.3 2.6 4.5-2.7 - 0.0 1.6 5.9-1.7 - 0.0 0.0 4.3-3.4 - 0.0 0.0 0.0-0.0 2.1Articulated Trucks 0 0 2 0-2 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 2% ArticulatedTrucks- 0.0 0.2 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 0.1Bicycles on Road 0 0 0 0-0 0 0 1 0-1 0 0 0 0-0 0 0 0 0-0 1% Bicycles onRoad- 0.0 0.0 0.0-0.0 - 0.0 0.1 0.0-0.1 - 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 0.0Pedestrians - - - -0- - - - -0- - - - -4- - - - -0- -% Pedestrians - - - --- - - - --- - - - -100.0- - - - --- - Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Deerfield/RosemarySite Code:Start Date: 11/13/2014Page No: 6Turning Movement Peak Hour Data (4:30 PM)Start TimeDeerfield RoadDeerfield RoadRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total4:30 PM 0 3 284 262313 0 11 256 91276 0 4 2 6112 0 4 3 5012 6134:45 PM 0 5 261 122278 0 7 216 50228 0 1 1 10112 0 7 3 2112 5305:00 PM 0 4 304 114319 0 6 259 40269 0 3 0 13016 0 6 1 5012 6165:15 PM 0 4 266 173287 0 7 257 70271 0 2 0 719 0 3 1 8012 579Total0 16 1115 66111197 0 31 988 2511044 0 10 3 36349 0 20 8 20148 2338Approach % 0.0 1.3 93.1 5.5-- 0.0 3.0 94.6 2.4-- 0.0 20.4 6.1 73.5-- 0.0 41.7 16.7 41.7-- -Total % 0.0 0.7 47.7 2.8-51.2 0.0 1.3 42.3 1.1-44.7 0.0 0.4 0.1 1.5-2.1 0.0 0.9 0.3 0.9-2.1 -PHF 0.000 0.800 0.917 0.635-0.938 0.000 0.705 0.954 0.694-0.946 0.000 0.625 0.375 0.692-0.766 0.000 0.714 0.667 0.625-1.000 0.949Lights0 16 1101 65-1182 0 30 973 25-1028 0 10 3 36-49 0 20 7 20-47 2306% Lights- 100.0 98.7 98.5-98.7 - 96.8 98.5 100.0-98.5 - 100.0 100.0 100.0-100.0 - 100.0 87.5 100.0-97.9 98.6Buses0 0 7 0-7 0 0 3 0-3 0 0 0 0-0 0 0 0 0-0 10% Buses - 0.0 0.6 0.0-0.6 - 0.0 0.3 0.0-0.3 - 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 0.4Single-Unit Trucks 0 0 5 1-6 0 0 12 0-12 0 0 0 0-0 0 0 1 0-1 19% Single-UnitTrucks- 0.0 0.4 1.5-0.5 - 0.0 1.2 0.0-1.1 - 0.0 0.0 0.0-0.0 - 0.0 12.5 0.0-2.1 0.8Articulated Trucks 0 0 1 0-1 0 1 0 0-1 0 0 0 0-0 0 0 0 0-0 2% ArticulatedTrucks- 0.0 0.1 0.0-0.1 - 3.2 0.0 0.0-0.1 - 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 0.1Bicycles on Road 0 0 1 0-1 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 1% Bicycles onRoad- 0.0 0.1 0.0-0.1 - 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 0.0Pedestrians - - - -11- - - - -1- - - - -3- - - - -1- -% Pedestrians - - - -100.0- - - - -100.0- - - - -100.0- - - - -100.0- - Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Deerfield/RosemarySite Code:Start Date: 11/13/2014Page No: 8Turning Movement Peak Hour Data (12:00 PM)Start TimeDeerfield RoadDeerfield RoadRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total12:00 PM 0 6 215 181239 0 7 216 70230 0 2 0 12214 0 14 1 3018 50112:15 PM 0 1 207 82216 0 8 231 130252 0 2 0 11113 0 8 0 7115 49612:30 PM 0 2 227 110240 0 14 209 150238 0 4 0 10214 0 11 3 4118 51012:45 PM 0 7 188 171212 0 13 249 90271 0 3 0 12015 0 13 1 7021 519Total0 16 837 544907 0 42 905 440991 0 11 0 45556 0 46 5 21272 2026Approach % 0.0 1.8 92.3 6.0-- 0.0 4.2 91.3 4.4-- 0.0 19.6 0.0 80.4-- 0.0 63.9 6.9 29.2-- -Total % 0.0 0.8 41.3 2.7-44.8 0.0 2.1 44.7 2.2-48.9 0.0 0.5 0.0 2.2-2.8 0.0 2.3 0.2 1.0-3.6 -PHF 0.000 0.571 0.922 0.750-0.945 0.000 0.750 0.909 0.733-0.914 0.000 0.688 0.000 0.938-0.933 0.000 0.821 0.417 0.750-0.857 0.976Lights0 16 831 54-901 0 40 895 44-979 0 11 0 44-55 0 46 5 20-71 2006% Lights- 100.0 99.3 100.0-99.3 - 95.2 98.9 100.0-98.8 - 100.0 - 97.8-98.2 - 100.0 100.0 95.2-98.6 99.0Buses0 0 2 0-2 0 0 3 0-3 0 0 0 0-0 0 0 0 0-0 5% Buses - 0.0 0.2 0.0-0.2 - 0.0 0.3 0.0-0.3 - 0.0 - 0.0-0.0 - 0.0 0.0 0.0-0.0 0.2Single-Unit Trucks 0 0 4 0-4 0 2 6 0-8 0 0 0 1-1 0 0 0 1-1 14% Single-UnitTrucks- 0.0 0.5 0.0-0.4 - 4.8 0.7 0.0-0.8 - 0.0 - 2.2-1.8 - 0.0 0.0 4.8-1.4 0.7Articulated Trucks 0 0 0 0-0 0 0 1 0-1 0 0 0 0-0 0 0 0 0-0 1% ArticulatedTrucks- 0.0 0.0 0.0-0.0 - 0.0 0.1 0.0-0.1 - 0.0 - 0.0-0.0 - 0.0 0.0 0.0-0.0 0.0Bicycles on Road 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% Bicycles onRoad- 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 0.0Pedestrians - - - -4- - - - -0- - - - -5- - - - -2- -% Pedestrians - - - -100.0- - - - --- - - - -100.0- - - - -100.0- - Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Rosemary/Parking Lot AccessSite Code:Start Date: 11/13/2014Page No: 1Turning Movement DataStart TimeParking Lot AccessChurch AccessRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:00 AM 0 1 0 213 0 0 0 000 0 3 1 004 0 0 15 1016 237:15 AM 0 1 0 405 0 0 0 000 0 4 4 008 0 0 11 0011 247:30 AM 0 0 0 404 0 0 0 000 0 1 2 003 0 0 14 1015 227:45 AM 0 0 0 202 0 0 0 000 0 9 2 0011 0 0 29 1030 43Hourly Total 0 2 0 12114 0 0 0 000 0 17 9 0026 0 0 69 3072 1128:00 AM 0 0 0 404 0 0 0 000 0 3 4 007 0 0 15 0015 268:15 AM 0 0 0 252 0 0 0 000 0 1 4 005 0 0 12 1013 208:30 AM 0 0 0 424 0 0 0 000 0 3 3 006 0 0 12 0012 228:45 AM 0 0 0 202 0 1 0 001 0 5 4 029 0 0 7 209 21Hourly Total 0 0 0 12712 0 1 0 001 0 12 15 0227 0 0 46 3049 89*** BREAK *** - - - --- - - - --- - - - --- - - - --- -4:00 PM 0 0 0 000 0 0 0 000 0 6 5 0011 0 0 2 002 134:15 PM 0 2 0 002 0 0 0 101 0 2 1 003 0 0 5 106 124:30 PM 0 0 0 616 0 0 0 000 0 4 8 0012 0 0 7 007 254:45 PM 0 0 0 606 0 1 0 001 0 3 10 0013 1 0 4 207 27Hourly Total 0 2 0 12114 0 1 0 102 0 15 24 0039 1 0 18 3022 775:00 PM 0 2 0 709 0 0 0 000 0 5 2 007 0 0 6 117 235:15 PM 0 1 0 405 0 0 1 001 0 3 8 0011 0 0 8 109 265:30 PM 0 2 0 608 0 0 0 000 0 1 7 008 0 0 6 208 245:45 PM 0 0 0 606 0 0 0 000 0 0 2 002 0 0 8 008 16Hourly Total 0 5 0 23028 0 0 1 001 0 9 19 0028 0 0 28 4132 89*** BREAK *** - - - --- - - - --- - - - --- - - - --- -12:00 PM 0 1 0 13014 0 0 0 020 0 8 3 01911 0 0 5 308 3312:15 PM 0 4 0 10114 0 1 0 001 0 8 8 0816 0 0 5 005 3612:30 PM 0 3 0 13016 0 0 0 050 0 11 7 01118 0 0 8 3011 4512:45 PM 0 1 0 10011 0 0 1 031 0 5 9 01114 0 0 11 2013 39Hourly Total 0 9 0 46155 0 1 1 0102 0 32 27 04959 0 0 29 8037 1531:00 PM 0 3 0 13316 0 1 0 011 1 2 3 046 0 0 11 4215 381:15 PM 0 2 0 16218 0 1 0 021 0 5 8 0513 0 0 6 107 391:30 PM 0 3 0 609 0 0 0 010 0 2 6 028 0 0 7 108 251:45 PM 0 1 0 708 0 0 0 030 0 5 6 0011 0 0 6 016 25Hourly Total 0 9 0 42551 0 2 0 072 1 14 23 01138 0 0 30 6336 127Grand Total 0 27 0 14715174 0 5 2 1178 1 99 117 062217 1 0 220 274248 647Approach % 0.0 15.5 0.0 84.5-- 0.0 62.5 25.0 12.5-- 0.5 45.6 53.9 0.0-- 0.4 0.0 88.7 10.9-- -Total % 0.0 4.2 0.0 22.7-26.9 0.0 0.8 0.3 0.2-1.2 0.2 15.3 18.1 0.0-33.5 0.2 0.0 34.0 4.2-38.3 -Lights0 27 0 144-171 0 5 2 1-8 1 98 112 0-211 0 0 218 27-245 635% Lights- 100.0 - 98.0-98.3 - 100.0 100.0 100.0-100.0 100.0 99.0 95.7 --97.2 0.0 - 99.1 100.0-98.8 98.1 Buses0 0 0 0-0 0 0 0 0-0 0 0 3 0-3 0 0 2 0-2 5% Buses - 0.0 - 0.0-0.0 - 0.0 0.0 0.0-0.0 0.0 0.0 2.6 --1.4 0.0 - 0.9 0.0-0.8 0.8Single-Unit Trucks 0 0 0 3-3 0 0 0 0-0 0 1 2 0-3 1 0 0 0-1 7% Single-UnitTrucks- 0.0 - 2.0-1.7 - 0.0 0.0 0.0-0.0 0.0 1.0 1.7 --1.4 100.0 - 0.0 0.0-0.4 1.1Articulated Trucks 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% ArticulatedTrucks- 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 0.0Bicycles on Road 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% Bicycles onRoad- 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 0.0Pedestrians - - - -15- - - - -17- - - - -62- - - - -4- -% Pedestrians - - - -100.0- - - - -100.0- - - - -100.0- - - - -100.0- - Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Rosemary/Parking Lot AccessSite Code:Start Date: 11/13/2014Page No: 4Turning Movement Peak Hour Data (7:15 AM)Start TimeParking Lot AccessChurch AccessRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:15 AM 0 1 0 405 0 0 0 000 0 4 4 008 0 0 11 0011 247:30 AM 0 0 0 404 0 0 0 000 0 1 2 003 0 0 14 1015 227:45 AM 0 0 0 202 0 0 0 000 0 9 2 0011 0 0 29 1030 438:00 AM 0 0 0 404 0 0 0 000 0 3 4 007 0 0 15 0015 26Total0 1 0 14015 0 0 0 000 0 17 12 0029 0 0 69 2071 115Approach % 0.0 6.7 0.0 93.3-- NaN NaN NaN NaN-- 0.0 58.6 41.4 0.0-- 0.0 0.0 97.2 2.8-- -Total % 0.0 0.9 0.0 12.2-13.0 0.0 0.0 0.0 0.0-0.0 0.0 14.8 10.4 0.0-25.2 0.0 0.0 60.0 1.7-61.7 -PHF 0.000 0.250 0.000 0.875-0.750 0.000 0.000 0.000 0.000-0.000 0.000 0.472 0.750 0.000-0.659 0.000 0.000 0.595 0.500-0.592 0.669Lights0 1 0 13-14 0 0 0 0-0 0 16 10 0-26 0 0 67 2-69 109% Lights- 100.0 - 92.9-93.3 - - - --- - 94.1 83.3 --89.7 - - 97.1 100.0-97.2 94.8Buses0 0 0 0-0 0 0 0 0-0 0 0 1 0-1 0 0 2 0-2 3% Buses - 0.0 - 0.0-0.0 - - - --- - 0.0 8.3 --3.4 - - 2.9 0.0-2.8 2.6Single-Unit Trucks 0 0 0 1-1 0 0 0 0-0 0 1 1 0-2 0 0 0 0-0 3% Single-UnitTrucks- 0.0 - 7.1-6.7 - - - --- - 5.9 8.3 --6.9 - - 0.0 0.0-0.0 2.6Articulated Trucks 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% ArticulatedTrucks- 0.0 - 0.0-0.0 - - - --- - 0.0 0.0 --0.0 - - 0.0 0.0-0.0 0.0Bicycles on Road 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% Bicycles onRoad- 0.0 - 0.0-0.0 - - - --- - 0.0 0.0 --0.0 - - 0.0 0.0-0.0 0.0Pedestrians - - - -0- - - - -0- - - - -0- - - - -0- -% Pedestrians - - - --- - - - --- - - - --- - - - --- - Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Rosemary/Parking Lot AccessSite Code:Start Date: 11/13/2014Page No: 6Turning Movement Peak Hour Data (4:30 PM)Start TimeParking Lot AccessChurch AccessRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total4:30 PM 0 0 0 616 0 0 0 000 0 4 8 0012 0 0 7 007 254:45 PM 0 0 0 606 0 1 0 001 0 3 10 0013 1 0 4 207 275:00 PM 0 2 0 709 0 0 0 000 0 5 2 007 0 0 6 117 235:15 PM 0 1 0 405 0 0 1 001 0 3 8 0011 0 0 8 109 26Total0 3 0 23126 0 1 1 002 0 15 28 0043 1 0 25 4130 101Approach % 0.0 11.5 0.0 88.5-- 0.0 50.0 50.0 0.0-- 0.0 34.9 65.1 0.0-- 3.3 0.0 83.3 13.3-- -Total % 0.0 3.0 0.0 22.8-25.7 0.0 1.0 1.0 0.0-2.0 0.0 14.9 27.7 0.0-42.6 1.0 0.0 24.8 4.0-29.7 -PHF 0.000 0.375 0.000 0.821-0.722 0.000 0.250 0.250 0.000-0.500 0.000 0.750 0.700 0.000-0.827 0.250 0.000 0.781 0.500-0.833 0.935Lights0 3 0 22-25 0 1 1 0-2 0 15 28 0-43 0 0 25 4-29 99% Lights- 100.0 - 95.7-96.2 - 100.0 100.0 --100.0 - 100.0 100.0 --100.0 0.0 - 100.0 100.0-96.7 98.0Buses0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% Buses - 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 0.0Single-Unit Trucks 0 0 0 1-1 0 0 0 0-0 0 0 0 0-0 1 0 0 0-1 2% Single-UnitTrucks- 0.0 - 4.3-3.8 - 0.0 0.0 --0.0 - 0.0 0.0 --0.0 100.0 - 0.0 0.0-3.3 2.0Articulated Trucks 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% ArticulatedTrucks- 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 0.0Bicycles on Road 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% Bicycles onRoad- 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 0.0Pedestrians - - - -1- - - - -0- - - - -0- - - - -1- -% Pedestrians - - - -100.0- - - - --- - - - --- - - - -100.0- - Kenig Lindgren O'hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Rosemary/Parking Lot AccessSite Code:Start Date: 11/13/2014Page No: 8Turning Movement Peak Hour Data (12:00 PM)Start TimeParking Lot AccessChurch AccessRosemary TerraceRosemary TerraceEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total12:00 PM 0 1 0 13014 0 0 0 020 0 8 3 01911 0 0 5 308 3312:15 PM 0 4 0 10114 0 1 0 001 0 8 8 0816 0 0 5 005 3612:30 PM 0 3 0 13016 0 0 0 050 0 11 7 01118 0 0 8 3011 4512:45 PM 0 1 0 10011 0 0 1 031 0 5 9 01114 0 0 11 2013 39Total0 9 0 46155 0 1 1 0102 0 32 27 04959 0 0 29 8037 153Approach % 0.0 16.4 0.0 83.6-- 0.0 50.0 50.0 0.0-- 0.0 54.2 45.8 0.0-- 0.0 0.0 78.4 21.6-- -Total % 0.0 5.9 0.0 30.1-35.9 0.0 0.7 0.7 0.0-1.3 0.0 20.9 17.6 0.0-38.6 0.0 0.0 19.0 5.2-24.2 -PHF 0.000 0.563 0.000 0.885-0.859 0.000 0.250 0.250 0.000-0.500 0.000 0.727 0.750 0.000-0.819 0.000 0.000 0.659 0.667-0.712 0.850Lights0 9 0 45-54 0 1 1 0-2 0 32 27 0-59 0 0 29 8-37 152% Lights- 100.0 - 97.8-98.2 - 100.0 100.0 --100.0 - 100.0 100.0 --100.0 - - 100.0 100.0-100.0 99.3Buses0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% Buses - 0.0 - 0.0-0.0 - 0.0 0.0 --0.0 - 0.0 0.0 --0.0 - - 0.0 0.0-0.0 0.0Single-Unit Trucks 0 0 0 1-1 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 1% Single-UnitTrucks- 0.0 - 2.2-1.8 - 0.0 0.0 --0.0 - 0.0 0.0 --0.0 - - 0.0 0.0-0.0 0.7Articulated Trucks 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% ArticulatedTrucks- 0.0 - 0.0-0.0 - 0.0 0.0 --0.0 - 0.0 0.0 --0.0 - - 0.0 0.0-0.0 0.0Bicycles on Road 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0 0 0 0-0 0% Bicycles onRoad- 0.0 - 0.0-0.0 - 0.0 0.0 --0.0 - 0.0 0.0 --0.0 - - 0.0 0.0-0.0 0.0Pedestrians - - - -1- - - - -10- - - - -49- - - - -0- -% Pedestrians - - - -100.0- - - - -100.0- - - - -100.0- - - - --- - Deerfield Traffic Study (Retail Center Access Drives on Deerfield Road and Rosemary Terrace east of Waukegan Rd.)Study Date: Thursday ‐ June 2, 2016Deerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdWest AccessWest AccessWest AccessWest AccessMid AccessMid AccessMid AccessMid AccessEast AccessEast AccessEast AccessEast Access Rosemary Rosemary Rosemary Rosemary Outbound Outbound Inbound InboundOutbound Outbound Inbound Inbound OutboundOutbound Inbound Inbound Inbound Inbound Outbound OutboundTotalMovementRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft Turn Right TurnLeft TurnVehiclesTime 7:00 ‐ 7:15 a.m.0000420011000440167:15 ‐ 7:30 a.m.2000403001101120157:30 ‐ 7:45 a.m.000000010000043087:45 ‐ 8:00 a.m.0000602000001441188:00 ‐ 8:15 a.m.1000202110001231148:15 ‐ 8:30 a.m.0000321000002271188:30 ‐ 8:45 a.m.4000304000033311228:45 ‐ 9:00 a.m.1000312100204221194:00 ‐ 4:15 p.m.30014152000030103324:15 ‐ 4:30 p.m.4011311000001112164:30 ‐ 4:45 p.m.2200300410000352224:45 ‐ 5:00 p.m.5201502300000162275:00 ‐ 5:15 p.m.6100801100011162285:15 ‐ 5:30 p.m.2000405000000221165:30 ‐ 5:45 p.m.4000302300001160205:45 ‐ 6:00 p.m.400110280000243126Morning Totals800025514322331222265130Afternoon Totals30514312182110018133913187 Notes: The total columns below represents all vehicles combined entering and exiting from each Access Drive Total Total TotalTotalTotalTotalTotal TotalTotalTotal West AccessWest AccessMid AccessMid AccessEast AccessEast AccessRosemaryRosemaryOutboundInboundTotal TimeOutboundInboundOutboundInboundOutboundInboundInboundOutboundVehiclesVehicles Vehicles 7:00 ‐ 7:15 a.m.0060204412416 7:15 ‐ 7:30 a.m.204311229615 7:30 ‐ 7:45 a.m.00010043358 7:45 ‐ 8:00 a.m.0062005511718 8:00 ‐ 8:15 a.m.102310348614 8:15 ‐ 8:30 a.m.0051004813518 8:30 ‐ 8:45 a.m.4034036291322 8:45 ‐ 9:00 a.m.1043026381119 4:00 ‐ 4:15 p.m.315700313211132 4:15 ‐ 4:30 p.m.4241002311516 4:30 ‐ 4:45 p.m.4034103715722 4:45 ‐ 5:00 p.m.7155001820727 5:00 ‐ 5:15 p.m.7082012823528 5:15 ‐ 5:30 p.m.204500239716 5:30 ‐ 5:45 p.m.4035002613720 5:45 ‐ 6:00 p.m.41110006491726 Morning Totals8030174634317357130 Afternoon Totals355333911215212166187 The west access drive is nearest Waukegan Road and the east access drive is nearest Rosemary and the mid access is between the two Deerfield Traffic Study (Retail Center Access Drives on Deerfield Road and Rosemary Terrace east of Waukegan Rd.)Study Date: Saturday ‐ June 4, 2016Deerfield Rd.Deerfield Rd.Deerfield Rd.Deerfield Rd.Deerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdDeerfield RdWest AccessWest AccessWest AccessWest AccessMid AccessMid AccessMid AccessMid AccessEast AccessEast AccessEast AccessEast Access Rosemary Rosemary Rosemary Rosemary Outbound Outbound Inbound InboundOutbound Outbound Inbound Inbound OutboundOutbound Inbound Inbound Inbound Inbound Outbound OutboundTotalMovementRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft TurnRight TurnLeft Turn Right TurnLeft TurnVehiclesTime 12:00 ‐ 12:15 p.m.410070420010471765312:15 ‐ 12:30 p.m.310062521000031243912:30 ‐ 12:45 p.m.30003125001041933212:45 ‐ 1:00 p.m.4000307401101661341:00 ‐ 1:15 p.m.2000204010102251201:15 ‐ 1:30 p.m.4000423000012240221:30 ‐ 1:45 p.m.4000201010003173221:45 ‐ 2:00 p.m.200041320010416327Afternoon Totals262003162915315120236621249 Notes: The total columns below represents all vehicles combined entering and exiting from each Access Drive Total Total TotalTotalTotalTotalTotal TotalTotalTotal West AccessWest AccessMid AccessMid AccessEast AccessEast AccessRosemaryRosemaryOutboundInboundTotal TimeOutboundInboundOutboundInboundOutboundInboundInboundOutboundVehiclesVehicles Vehicles 12:00 ‐ 12:15 p.m.5076011123351853 12:15 ‐ 12:30 p.m.408710316291039 12:30 ‐ 12:45 p.m.304701512191332 12:45 ‐ 1:00 p.m.403111177151934 1:00 ‐ 1:15 p.m.2024114611920 1:15 ‐ 1:30 p.m.4063014414822 1:30 ‐ 1:45 p.m.40211041017522 1:45 ‐ 2:00 p.m.20550159161127 Afternoon Totals280374446438715693249 The west access drive is nearest Waukegan Road and the east access drive is nearest Rosemary and the mid access is between the two CMAP Letter Level of Service Criteria LEVEL OF SERVICE CRITERIA Signalized Intersections Level of Service Interpretation Average Control Delay (seconds per vehicle) A Favorable progression. Most vehicles arrive during the green indication and travel through the intersection without stopping. 10 B Good progression, with more vehicles stopping than for Level of Service A. >10 - 20 C Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear. Number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. >20 - 35 D The volume-to-capacity ratio is high and either progression is ineffective or the cycle length is too long. Many vehicles stop and individual cycle failures are noticeable. >35 - 55 E Progression is unfavorable. The volume-to-capacity ratio is high and the cycle length is long. Individual cycle failures are frequent. >55 - 80 F The volume-to-capacity ratio is very high, progression is very poor and the cycle length is long. Most cycles fail to clear the queue. >80.0 Unsignalized Intersections Level of Service Average Total Delay (SEC/VEH) A 0 - 10 B > 10 - 15 C > 15 - 25 D > 25 - 35 E > 35 - 50 F > 50 Source: Highway Capacity Manual, 2010. Capacity Analysis Summary Sheets Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/7/2016 AM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)12 908 45 25 955 17 5 1 24 37 7 41 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (ft)25 50 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.997 0.850 0.935 Flt Protected 0.950 0.950 0.959 0.979 Satd. Flow (prot)1543 3414 0 1805 3493 0 0 1822 1553 0 1717 0 Flt Permitted 0.217 0.212 0.959 0.979 Satd. Flow (perm)352 3414 0 403 3493 0 0 1822 1553 0 1717 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)6 2 124 36 Link Speed (mph)30 30 25 25 Link Distance (ft)160 251 208 122 Travel Time (s)3.6 5.7 5.7 3.3 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 17% 5% 5% 0% 3% 6% 0% 0% 4% 3% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 14 1083 0 28 1104 0 0 7 27 0 97 0 Turn Type pm+pt NA pm+pt NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 1 6 88844 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s)8.0 22.0 8.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 57.0 8.0 57.0 22.0 22.0 22.0 23.0 23.0 Total Split (%)7.3% 51.8% 7.3% 51.8% 20.0% 20.0% 20.0% 20.9% 20.9% Yellow Time (s) 3.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.5 6.0 3.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s)79.7 73.6 80.7 75.6 8.0 8.0 10.1 Actuated g/C Ratio 0.72 0.67 0.73 0.69 0.07 0.07 0.09 v/c Ratio 0.04 0.47 0.08 0.46 0.05 0.12 0.51 Control Delay 6.1 12.1 6.0 10.9 48.5 1.1 39.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.1 12.1 6.0 10.9 48.5 1.1 39.8 LOS AB AB DA D Approach Delay 12.0 10.8 10.8 39.8 Approach LOS B B B D Queue Length 50th (ft) 3 223 5 172 5 0 42 Queue Length 95th (ft) 10 308 16 310 19 0 89 Internal Link Dist (ft)80 171 128 42 Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/7/2016 AM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)100 Base Capacity (vph) 318 2285 373 2401 265 331 295 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.47 0.08 0.46 0.03 0.08 0.33 Intersection Summary Area Type:Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 12.6 Intersection LOS: B Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Access Drive/Rosemary Terrace & Deerfield Road HCM Unsignalized Intersection Capacity Analysis 3: Rosemary Terrace & Access Drive 7/8/2016 AM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)2 0 12 0 0 0 11 19 0 0 73 3 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Hourly flow rate (vph)3 0 18 0 0 0 16 28 0 0 109 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)212 pX, platoon unblocked vC, conflicting volume 172 172 111 190 175 28 113 28 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 172 172 111 190 175 28 113 28 tC, single (s)7.1 6.5 6.3 7.1 6.5 6.2 4.2 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.4 3.5 4.0 3.3 2.3 2.2 p0 queue free %100 100 98 100 100 100 99 100 cM capacity (veh/h) 788 716 929 753 714 1052 1451 1598 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 21 0 45 113 Volume Left 3 0 16 0 Volume Right 18 0 0 4 cSH 906 1700 1451 1700 Volume to Capacity 0.02 0.00 0.01 0.07 Queue Length 95th (ft)2010 Control Delay (s)9.1 0.0 2.8 0.0 Lane LOS A A A Approach Delay (s)9.1 0.0 2.8 0.0 Approach LOS A A Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 18.3% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: Deerfield Road & West Access Drive 7/8/2016 AM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)2 964 994 7 0 12 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph)2 1015 1046 7 0 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)335 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 1054 1562 352 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 667 1232 0 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 100 99 cM capacity (veh/h) 826 152 975 Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 340 676 419 419 217 13 Volume Left 200000 Volume Right 0000713 cSH 826 1700 1700 1700 1700 975 Volume to Capacity 0.00 0.40 0.25 0.25 0.13 0.01 Queue Length 95th (ft)000001 Control Delay (s)0.1 0.0 0.0 0.0 0.0 8.7 Lane LOS A A Approach Delay (s)0.0 0.0 8.7 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 7: Deerfield Road & East Access Drive 7/8/2016 AM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)0 964 1000 1 1 1 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 1048 1087 1 1 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)160 pX, platoon unblocked 0.84 0.84 0.84 vC, conflicting volume 1088 1437 544 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 718 1134 68 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 99 100 cM capacity (veh/h) 736 164 822 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 210 419 419 725 363 2 Volume Left 000001 Volume Right 000011 cSH 736 1700 1700 1700 1700 274 Volume to Capacity 0.00 0.25 0.25 0.43 0.21 0.01 Queue Length 95th (ft)000001 Control Delay (s)0.0 0.0 0.0 0.0 0.0 18.2 Lane LOS C Approach Delay (s)0.0 0.0 18.2 Approach LOS C Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 8: Rosemary Terrace 7/8/2016 AM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 4 Intersection Sign configuration not allowed in HCM analysis. Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/11/2016 AM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)18 965 48 27 1017 19 5 1 25 43 7 48 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (ft)25 50 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.997 0.850 0.934 Flt Protected 0.950 0.950 0.959 0.979 Satd. Flow (prot)1543 3414 0 1805 3492 0 0 1822 1553 0 1715 0 Flt Permitted 0.193 0.190 0.959 0.979 Satd. Flow (perm)313 3414 0 361 3492 0 0 1822 1553 0 1715 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)6 2 124 37 Link Speed (mph)30 30 25 25 Link Distance (ft)160 251 208 122 Travel Time (s)3.6 5.7 5.7 3.3 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 17% 5% 5% 0% 3% 6% 0% 0% 4% 3% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 20 1152 0 31 1178 0 0 7 28 0 112 0 Turn Type pm+pt NA pm+pt NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 1 6 88844 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s)8.0 22.0 8.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 57.0 8.0 57.0 22.0 22.0 22.0 23.0 23.0 Total Split (%)7.3% 51.8% 7.3% 51.8% 20.0% 20.0% 20.0% 20.9% 20.9% Yellow Time (s) 3.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.5 6.0 3.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s)79.1 72.8 80.0 74.8 8.0 8.0 10.8 Actuated g/C Ratio 0.72 0.66 0.73 0.68 0.07 0.07 0.10 v/c Ratio 0.07 0.51 0.09 0.50 0.05 0.12 0.56 Control Delay 6.6 13.2 6.5 11.9 48.5 1.1 41.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.6 13.2 6.5 11.9 48.5 1.1 41.8 LOS AB AB DA D Approach Delay 13.0 11.8 10.6 41.8 Approach LOS B B B D Queue Length 50th (ft) 4 251 6 196 5 0 51 Queue Length 95th (ft) 13 347 17 352 19 0 102 Internal Link Dist (ft)80 171 128 42 Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/11/2016 AM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)100 Base Capacity (vph) 291 2261 342 2375 265 331 296 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.51 0.09 0.50 0.03 0.08 0.38 Intersection Summary Area Type:Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Access Drive/Rosemary Terrace & Deerfield Road HCM Unsignalized Intersection Capacity Analysis 3: Rosemary Terrace & Access Drive 7/11/2016 AM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)2 0 21 0 0 0 18 20 0 0 77 5 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Hourly flow rate (vph)3 0 31 0 0 0 27 30 0 0 115 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)212 pX, platoon unblocked vC, conflicting volume 202 202 119 234 206 30 122 30 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 202 202 119 234 206 30 122 30 tC, single (s)7.1 6.5 6.3 7.1 6.5 6.2 4.2 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.4 3.5 4.0 3.3 2.3 2.2 p0 queue free %100 100 97 100 100 100 98 100 cM capacity (veh/h) 750 684 920 691 681 1050 1440 1596 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 34 0 57 122 Volume Left 3 0 27 0 Volume Right 31 0 0 7 cSH 902 1700 1440 1700 Volume to Capacity 0.04 0.00 0.02 0.07 Queue Length 95th (ft)3010 Control Delay (s)9.1 0.0 3.7 0.0 Lane LOS A A A Approach Delay (s)9.1 0.0 3.7 0.0 Approach LOS A A Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: Deerfield Road & West Access Drive 7/11/2016 AM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)5 1035 1063 8 1 18 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph)5 1089 1119 8 1 19 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)335 pX, platoon unblocked 0.88 0.88 0.88 vC, conflicting volume 1127 1678 377 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 674 1299 0 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %99 99 98 cM capacity (veh/h) 805 134 956 Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 368 726 448 448 232 20 Volume Left 500001 Volume Right 0000819 cSH 805 1700 1700 1700 1700 723 Volume to Capacity 0.01 0.43 0.26 0.26 0.14 0.03 Queue Length 95th (ft)000002 Control Delay (s)0.2 0.0 0.0 0.0 0.0 10.1 Lane LOS A B Approach Delay (s)0.1 0.0 10.1 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 7: Deerfield Road & East Access Drive 7/11/2016 AM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)7 1029 1065 5 2 6 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1118 1158 5 2 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)160 pX, platoon unblocked 0.82 0.82 0.82 vC, conflicting volume 1163 1548 582 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 752 1223 40 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %99 98 99 cM capacity (veh/h) 698 139 836 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 231 447 447 772 391 9 Volume Left 800002 Volume Right 000057 cSH 698 1700 1700 1700 1700 370 Volume to Capacity 0.01 0.26 0.26 0.45 0.23 0.02 Queue Length 95th (ft)100002 Control Delay (s)0.5 0.0 0.0 0.0 0.0 15.0 Lane LOS A B Approach Delay (s)0.1 0.0 15.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 8: Rosemary Terrace 7/11/2016 AM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 4 Intersection Sign configuration not allowed in HCM analysis. Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/7/2016 PM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)16 1084 67 32 1006 26 10 3 37 20 8 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.996 0.850 0.943 Flt Protected 0.950 0.950 0.962 0.979 Satd. Flow (prot)1805 3540 0 1752 3527 0 0 1828 1615 0 1718 0 Flt Permitted 0.222 0.191 0.962 0.979 Satd. Flow (perm)422 3540 0 352 3527 0 0 1828 1615 0 1718 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)7 3 159 21 Link Speed (mph)30 30 25 25 Link Distance (ft)160 251 208 122 Travel Time (s)3.6 5.7 5.7 3.3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)0% 1% 2% 3% 2% 0% 0% 0% 0% 0% 13% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 17 1212 0 34 1086 0 0 14 39 0 50 0 Turn Type pm+pt NA pm+pt NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 1 6 88844 Switch Phase Minimum Initial (s)3.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s)8.0 22.0 12.0 21.0 22.0 22.0 22.0 21.0 21.0 Total Split (s)8.0 55.0 12.0 59.0 22.0 22.0 22.0 21.0 21.0 Total Split (%)7.3% 50.0% 10.9% 53.6% 20.0% 20.0% 20.0% 19.1% 19.1% Yellow Time (s)3.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)1.5 1.5 0.0 0.0 1.5 1.5 1.5 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.0 3.5 4.5 6.0 6.0 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 83.6 80.2 85.6 82.9 8.0 8.0 8.6 Actuated g/C Ratio 0.76 0.73 0.78 0.75 0.07 0.07 0.08 v/c Ratio 0.04 0.47 0.10 0.41 0.11 0.15 0.32 Control Delay 5.1 10.2 5.0 8.4 49.7 1.2 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.1 10.2 5.0 8.4 49.7 1.2 37.3 LOS AB AA DA D Approach Delay 10.1 8.2 14.0 37.3 Approach LOS B A B D Queue Length 50th (ft) 3 241 6 143 9 0 20 Queue Length 95th (ft) 10 327 15 277 30 0 57 Internal Link Dist (ft)80 171 128 42 Turn Bay Length (ft) Base Capacity (vph) 394 2582 384 2658 265 370 275 Starvation Cap Reductn 0 0 0 0 0 0 0 Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/7/2016 PM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.47 0.09 0.41 0.05 0.11 0.18 Intersection Summary Area Type:Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 9.9 Intersection LOS: A Intersection Capacity Utilization 59.2%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Access Drive/Rosemary Terrace & Deerfield Road HCM Unsignalized Intersection Capacity Analysis 3: Rosemary Terrace & Access Drive/Chuch Access Drive 7/8/2016 PM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)7 0 19 11073700291 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)7 0 20 11073900311 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)212 pX, platoon unblocked vC, conflicting volume 86 86 31 106 86 39 32 39 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 86 86 31 106 86 39 32 39 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %99 100 98 100 100 100 100 100 cM capacity (veh/h) 901 805 1037 858 804 1038 1593 1584 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 28 2 47 32 Volume Left 7170 Volume Right 20 0 0 1 cSH 996 830 1593 1700 Volume to Capacity 0.03 0.00 0.00 0.02 Queue Length 95th (ft)2000 Control Delay (s)8.7 9.3 1.2 0.0 Lane LOS A A A Approach Delay (s)8.7 9.3 1.2 0.0 Approach LOS A A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 17.9% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: Deerfield Road & West Access Drive 7/8/2016 PM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)8 1168 1029 8 0 20 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph)8 1229 1083 8 0 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)335 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 1092 1719 365 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 724 1419 0 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %99 100 98 cM capacity (veh/h) 802 116 979 Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 418 820 433 433 225 21 Volume Left 800000 Volume Right 0000821 cSH 802 1700 1700 1700 1700 979 Volume to Capacity 0.01 0.48 0.25 0.25 0.13 0.02 Queue Length 95th (ft)100002 Control Delay (s)0.3 0.0 0.0 0.0 0.0 8.8 Lane LOS A A Approach Delay (s)0.1 0.0 8.8 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 47.9% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 7: Deerfield Road & East Access Drive 7/8/2016 PM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)1 1167 1036 0 0 1 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph)1 1228 1091 0 0 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)160 pX, platoon unblocked 0.86 0.86 0.86 vC, conflicting volume 1091 1502 545 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 781 1259 148 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 100 100 cM capacity (veh/h) 728 142 751 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 247 491 491 727 364 1 Volume Left 100000 Volume Right 000001 cSH 728 1700 1700 1700 1700 751 Volume to Capacity 0.00 0.29 0.29 0.43 0.21 0.00 Queue Length 95th (ft)000000 Control Delay (s)0.1 0.0 0.0 0.0 0.0 9.8 Lane LOS A A Approach Delay (s)0.0 0.0 9.8 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 8: Rosemary Terrace & Church Access 7/8/2016 PM Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 4 Intersection Sign configuration not allowed in HCM analysis. Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/11/2016 PM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)34 1155 71 34 1083 31 11 3 39 34 9 35 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.996 0.850 0.939 Flt Protected 0.950 0.950 0.962 0.979 Satd. Flow (prot)1805 3540 0 1752 3527 0 0 1828 1615 0 1722 0 Flt Permitted 0.184 0.167 0.962 0.979 Satd. Flow (perm)350 3540 0 308 3527 0 0 1828 1615 0 1722 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)7 4 159 32 Link Speed (mph)30 30 25 25 Link Distance (ft)160 251 208 122 Travel Time (s)3.6 5.7 5.7 3.3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)0% 1% 2% 3% 2% 0% 0% 0% 0% 0% 13% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 36 1291 0 36 1173 0 0 15 41 0 82 0 Turn Type pm+pt NA pm+pt NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 1 6 88844 Switch Phase Minimum Initial (s)3.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s)8.0 22.0 12.0 21.0 22.0 22.0 22.0 21.0 21.0 Total Split (s)8.0 55.0 12.0 59.0 22.0 22.0 22.0 21.0 21.0 Total Split (%)7.3% 50.0% 10.9% 53.6% 20.0% 20.0% 20.0% 19.1% 19.1% Yellow Time (s)3.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)1.5 1.5 0.0 0.0 1.5 1.5 1.5 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.0 3.5 4.5 6.0 6.0 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 80.2 76.4 80.8 76.7 8.0 8.0 9.5 Actuated g/C Ratio 0.73 0.69 0.73 0.70 0.07 0.07 0.09 v/c Ratio 0.11 0.52 0.12 0.48 0.11 0.16 0.46 Control Delay 6.2 12.4 6.0 11.6 49.9 1.3 38.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 12.4 6.0 11.6 49.9 1.3 38.8 LOS AB AB DA D Approach Delay 12.2 11.4 14.3 38.8 Approach LOS B B B D Queue Length 50th (ft) 7 271 6 235 10 0 34 Queue Length 95th (ft) 18 381 17 332 31 0 80 Internal Link Dist (ft)80 171 128 42 Turn Bay Length (ft) Base Capacity (vph) 337 2461 340 2461 265 370 285 Starvation Cap Reductn 0 0 0 0 0 0 0 Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/11/2016 PM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.52 0.11 0.48 0.06 0.11 0.29 Intersection Summary Area Type:Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 12.7 Intersection LOS: B Intersection Capacity Utilization 61.3%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Access Drive/Rosemary Terrace & Deerfield Road HCM Unsignalized Intersection Capacity Analysis 3: Rosemary Terrace & Access Drive/Chuch Access Drive 7/11/2016 PM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)15 0 47 1 1 0 27 40 0 0 31 9 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 16 0 50 1 1 0 29 43 0 0 33 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)212 pX, platoon unblocked vC, conflicting volume 138 138 38 188 143 43 43 43 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 138 138 38 188 143 43 43 43 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %98 100 95 100 100 100 98 100 cM capacity (veh/h) 824 743 1029 729 739 1034 1579 1579 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 66 2 71 43 Volume Left 16 1 29 0 Volume Right 50 0 0 10 cSH 970 734 1579 1700 Volume to Capacity 0.07 0.00 0.02 0.03 Queue Length 95th (ft)5010 Control Delay (s)9.0 9.9 3.0 0.0 Lane LOS A A A Approach Delay (s)9.0 9.9 3.0 0.0 Approach LOS A A Intersection Summary Average Delay 4.6 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: Deerfield Road & West Access Drive 7/11/2016 PM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)17 1272 1117 12 3 34 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 18 1339 1176 13 3 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)335 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1188 1887 398 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 698 1500 0 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %98 97 96 cM capacity (veh/h) 791 98 944 Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 464 893 470 470 248 39 Volume Left 18 00003 Volume Right 00001336 cSH 791 1700 1700 1700 1700 555 Volume to Capacity 0.02 0.53 0.28 0.28 0.15 0.07 Queue Length 95th (ft)200006 Control Delay (s)0.7 0.0 0.0 0.0 0.0 12.0 Lane LOS A B Approach Delay (s)0.2 0.0 12.0 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 7: Deerfield Road & East Access Drive 7/11/2016 PM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)18 1257 1115 14 3 14 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 19 1323 1174 15 3 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)160 pX, platoon unblocked 0.83 0.83 0.83 vC, conflicting volume 1188 1660 594 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 806 1377 86 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %97 97 98 cM capacity (veh/h) 683 111 789 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 284 529 529 782 406 18 Volume Left 19 00003 Volume Right 00001515 cSH 683 1700 1700 1700 1700 380 Volume to Capacity 0.03 0.31 0.31 0.46 0.24 0.05 Queue Length 95th (ft)200004 Control Delay (s)1.0 0.0 0.0 0.0 0.0 14.9 Lane LOS A B Approach Delay (s)0.2 0.0 14.9 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 8: Rosemary Terrace & Church Access 7/11/2016 PM Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 4 Intersection Sign configuration not allowed in HCM analysis. Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/7/2016 SAT Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)16 859 55 43 924 45 11 0 46 47 5 21 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (ft)25 50 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.993 0.850 0.962 Flt Protected 0.950 0.950 0.950 0.969 Satd. Flow (prot)1805 3544 0 1719 3551 0 0 1805 1583 0 1746 0 Flt Permitted 0.261 0.253 0.950 0.969 Satd. Flow (perm)496 3544 0 458 3551 0 0 1805 1583 0 1746 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)8 6 124 16 Link Speed (mph)30 30 25 25 Link Distance (ft)160 251 208 122 Travel Time (s)3.6 5.7 5.7 3.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0% 1% 0% 5% 1% 0% 0% 0% 2% 0% 0% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 16 933 0 44 989 0 0 11 47 0 74 0 Turn Type pm+pt NA pm+pt NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 1 6 88844 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 18.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s)8.0 22.0 8.0 24.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 56.0 8.0 56.0 22.0 22.0 22.0 24.0 24.0 Total Split (%)7.3% 50.9% 7.3% 50.9% 20.0% 20.0% 20.0% 21.8% 21.8% Yellow Time (s) 3.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.5 6.0 3.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s)79.0 72.9 81.3 77.2 8.0 8.0 9.8 Actuated g/C Ratio 0.72 0.66 0.74 0.70 0.07 0.07 0.09 v/c Ratio 0.04 0.40 0.11 0.40 0.08 0.20 0.44 Control Delay 5.9 12.2 6.2 10.4 49.3 2.0 45.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 12.2 6.2 10.4 49.3 2.0 45.4 LOS AB AB DA D Approach Delay 12.1 10.2 11.0 45.4 Approach LOS B B B D Queue Length 50th (ft) 3 178 8 144 7 0 40 Queue Length 95th (ft) 11 254 21 267 26 0 84 Internal Link Dist (ft)80 171 128 42 Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/7/2016 SAT Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)100 Base Capacity (vph) 425 2352 412 2492 262 336 299 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.40 0.11 0.40 0.04 0.14 0.25 Intersection Summary Area Type:Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 12.3 Intersection LOS: B Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Access Drive/Rosemary Terrace & Deerfield Road HCM Unsignalized Intersection Capacity Analysis 3: Rosemary Terace/Rosemary Terrace & Access Drive/Church Access Drive 7/8/2016 SAT Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)14 0 44 1 1 0 17 43 0 0 29 9 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 16 0 52 1 1 0 20 51 0 0 34 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)212 pX, platoon unblocked vC, conflicting volume 131 130 39 182 135 51 45 51 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 131 130 39 182 135 51 45 51 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %98 100 95 100 100 100 99 100 cM capacity (veh/h) 837 755 1032 738 750 1023 1576 1569 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 68 2 71 45 Volume Left 16 1 20 0 Volume Right 52 0 0 11 cSH 977 744 1576 1700 Volume to Capacity 0.07 0.00 0.01 0.03 Queue Length 95th (ft)6010 Control Delay (s)9.0 9.9 2.1 0.0 Lane LOS A A A Approach Delay (s)9.0 9.9 2.1 0.0 Approach LOS A A Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: Deerfield Road & West Access Drive 7/8/2016 SAT Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)13 926 936 18 3 19 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 14 975 985 19 3 20 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)335 pX, platoon unblocked 0.91 0.91 0.91 vC, conflicting volume 1004 1509 338 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 656 1212 0 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %98 98 98 cM capacity (veh/h) 855 159 986 Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 339 650 394 394 216 23 Volume Left 14 00003 Volume Right 00001920 cSH 855 1700 1700 1700 1700 577 Volume to Capacity 0.02 0.38 0.23 0.23 0.13 0.04 Queue Length 95th (ft)100003 Control Delay (s)0.6 0.0 0.0 0.0 0.0 11.5 Lane LOS A B Approach Delay (s)0.2 0.0 11.5 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 7: Deerfield Road & East Access Drive 7/8/2016 SAT Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)0 929 953 3 1 1 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph)0 978 1003 3 1 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)160 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1006 1331 503 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 696 1071 114 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 99 100 cM capacity (veh/h) 787 190 793 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 196 391 391 669 338 2 Volume Left 000001 Volume Right 000031 cSH 787 1700 1700 1700 1700 306 Volume to Capacity 0.00 0.23 0.23 0.39 0.20 0.01 Queue Length 95th (ft)000001 Control Delay (s)0.0 0.0 0.0 0.0 0.0 16.8 Lane LOS C Approach Delay (s)0.0 0.0 16.8 Approach LOS C Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 36.4% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 8: Rosemary Terrace/Rosemary Terace & Church Access Drive 7/8/2016 SAT Exisiting Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 4 Intersection Sign configuration not allowed in HCM analysis. Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/11/2016 SAT Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)35 917 58 46 998 51 12 0 49 64 5 37 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (ft)25 50 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.993 0.850 0.952 Flt Protected 0.950 0.950 0.950 0.971 Satd. Flow (prot)1805 3544 0 1719 3551 0 0 1805 1583 0 1726 0 Flt Permitted 0.217 0.229 0.950 0.971 Satd. Flow (perm)412 3544 0 414 3551 0 0 1805 1583 0 1726 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)8 6 124 21 Link Speed (mph)30 30 25 25 Link Distance (ft)160 251 208 122 Travel Time (s)3.6 5.7 5.7 3.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0% 1% 0% 5% 1% 0% 0% 0% 2% 0% 0% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 36 995 0 47 1070 0 0 12 50 0 108 0 Turn Type pm+pt NA pm+pt NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 1 6 88844 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 18.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s)8.0 22.0 8.0 24.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 56.0 8.0 56.0 22.0 22.0 22.0 24.0 24.0 Total Split (%)7.3% 50.9% 7.3% 50.9% 20.0% 20.0% 20.0% 21.8% 21.8% Yellow Time (s) 3.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.5 6.0 3.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s)75.0 67.3 76.1 69.4 8.0 8.0 11.3 Actuated g/C Ratio 0.68 0.61 0.69 0.63 0.07 0.07 0.10 v/c Ratio 0.10 0.46 0.13 0.48 0.09 0.22 0.55 Control Delay 7.0 14.2 7.2 13.6 49.4 2.2 47.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.0 14.2 7.2 13.6 49.4 2.2 47.8 LOS AB AB DA D Approach Delay 13.9 13.4 11.3 47.8 Approach LOS B B B D Queue Length 50th (ft) 7 204 10 225 8 0 59 Queue Length 95th (ft) 20 295 25 322 28 0 112 Internal Link Dist (ft)80 171 128 42 Lanes, Volumes, Timings 2: Access Drive/Rosemary Terrace & Deerfield Road 7/11/2016 SAT Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)100 Base Capacity (vph) 360 2171 363 2242 262 336 300 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.46 0.13 0.48 0.05 0.15 0.36 Intersection Summary Area Type:Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 15.2 Intersection LOS: B Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Access Drive/Rosemary Terrace & Deerfield Road HCM Unsignalized Intersection Capacity Analysis 3: Rosemary Terace/Rosemary Terrace & Access Drive/Church Access Drive 7/11/2016 SAT Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)23 0 76 1 1 0 39 46 0 0 30 18 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 27 0 89 1 1 0 46 54 0 0 35 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)212 pX, platoon unblocked vC, conflicting volume 192 192 46 281 202 54 56 54 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 192 192 46 281 202 54 56 54 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %96 100 91 100 100 100 97 100 cM capacity (veh/h) 753 686 1024 602 677 1019 1561 1564 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 116 2 100 56 Volume Left 27 1 46 0 Volume Right 89 0 0 21 cSH 945 637 1561 1700 Volume to Capacity 0.12 0.00 0.03 0.03 Queue Length 95th (ft) 11 0 2 0 Control Delay (s)9.3 10.7 3.5 0.0 Lane LOS A B A Approach Delay (s)9.3 10.7 3.5 0.0 Approach LOS A B Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: Deerfield Road & West Access Drive 7/11/2016 SAT Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)23 1018 1024 22 6 35 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 24 1072 1078 23 6 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)335 pX, platoon unblocked 0.88 0.88 0.88 vC, conflicting volume 1101 1674 371 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 633 1284 0 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %97 95 96 cM capacity (veh/h) 844 136 953 Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 381 714 431 431 239 43 Volume Left 24 00006 Volume Right 00002337 cSH 844 1700 1700 1700 1700 507 Volume to Capacity 0.03 0.42 0.25 0.25 0.14 0.09 Queue Length 95th (ft)200007 Control Delay (s)0.9 0.0 0.0 0.0 0.0 12.8 Lane LOS A B Approach Delay (s)0.3 0.0 12.8 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 7: Deerfield Road & East Access Drive 7/11/2016 SAT Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h)18 1006 1030 17 4 16 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 19 1059 1084 18 4 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)160 pX, platoon unblocked 0.83 0.83 0.83 vC, conflicting volume 1102 1484 551 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 716 1175 53 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %97 97 98 cM capacity (veh/h) 743 152 834 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 231 424 424 723 379 21 Volume Left 19 00004 Volume Right 00001817 cSH 743 1700 1700 1700 1700 439 Volume to Capacity 0.03 0.25 0.25 0.43 0.22 0.05 Queue Length 95th (ft)200004 Control Delay (s)1.1 0.0 0.0 0.0 0.0 13.6 Lane LOS A B Approach Delay (s)0.2 0.0 13.6 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 8: Rosemary Terrace/Rosemary Terace & Church Access Drive 7/11/2016 SAT Future Peak Hour 7/7/2016 Baseline Synchro 8 Report NJB Page 4 Intersection Sign configuration not allowed in HCM analysis.