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O-17-03VILLAGE OF DEERFIELD STATE OF ILLINOIS COUNTIES OF LAKE AND COOK VILLAGE OF DEERFIELD ) SS IIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Image# 061714840029 Type: ORD Recorded: 01/07/2022 at 12:29:52 PM Receipt#: 2022-00001742 Page 1 of 29 Fees: $50.00 Lake County IL Recorder Mary Ellen Vanderventer Recorder File7859781 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 0-17-03 Approving a Special Use and Zoning Text Amendment to Allow the Establishment of an Elementary and Middle School at 445 Pine Street (Hellenic American Academy) Dated this_ September 9t', 2021 S.E AL ANDREW S. LICHTERMAN 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 Exhibit A Legal Description PIN: 16-32-200-044-0000 and 16-32-200-080-0000 Commonly known as 445 Pine Street, Deerfield, Illinois 60015 October 2016 Eriksson Engineering Associates, Ltd. 145 Commerce Drive, Suite A Grayslake, IL 60030 (847) 223-4804 Eriksson Engineering Associates, Ltd. 601 W. Randolph St., Suite 500 Chicago, IL 60661 (312) 463-0551 Hellenic American Academy Traffic and Parking Study Prepared for: The Foundation for Hellenic Education and Culture ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 1 INTRODUCTION Eriksson Engineering Associates, Ltd. was retained by the Foundation for Hellenic Education and Culture to conduct a traffic impact and parking demand study for the relocation of the Hellenic American Academy from its location at 1085 Lake-Cook Road to 445 Pine Street in Deerfield, Illinois. The purpose of the study was to observe the existing traffic patterns around the site, determine the traffic characteristics of the proposed development, review the parking needs, and develop roadway and parking recommendations. EXISTING CONDITIONS Site Location and Area Land-Use The subject site is located at 445 Pine Street in Deerfield, Illinois. It is occupied by a single building that originally was the Cadwell Elementary School which was then repurposed for the True Way Presbyterian Church. It is currently occupied by the Starland Kid’s Enrichment Center. It has three access drives on Pine Street and two parking lots containing 83 parking spaces. The site is adjacent to single-family residential neighborhoods to the north, south, and west. Pine Street Park is also west of the site. Keller Park is southeast of the school. Shepard Park and School are to the east of Keller Park. The Village of Deerfield Water Treatment Plant is to the southeast. Figure 1 illustrates the site and the surrounding land-uses and roads. Bicycle and Pedestrian Routes Separate bike routes are located within Pine and Keller Parks. Carriage walks are provided along the public roads around the site. Roadway Characteristics A description of the area roadways providing access to the site is provided below: Pine Street is two-lane north-south collector road with a posted speed limit of 25 mph adjacent to the site. On-street parking is prohibited by the site. Its intersections with Hackberry Road and Central Avenue are under all-way stop sign control with painted crosswalks. Pine Street is under the jurisdiction of the Village of Deerfield. Hackberry Road is two-lane east-west collector road with a posted speed limit of 25 mph near to the site. On-street parking is permitted on both sides of the road. Hackberry Road is under the jurisdiction of the Village of Deerfield. Central Avenue is two-lane east-west collector road with a posted speed limit of 25 mph near to the site. On-street parking is permitted on both sides of the road. Central Avenue is under the jurisdiction of the Village of Deerfield. Existing Traffic Volumes Weekday morning (7:00 to 9:00 AM) and afternoon (3:00 to 7:00 PM) and Saturday ( Noon-2:00 PM) manual traffic counts were conducted in October, 2016 on Pine Street at Hackberry Road, the three site access drives, and at Central Avenue. Counts were also conducted at the existing school campus at 1085 Lake-Cook Road in Deerfield. Figure 1Site Location and Area RoadwaysASSOCIATES, LTD.ENGINEERINGERIKSSONSITECentral AvenuePine StreetHackberry Road ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 3 These counts showed the peak-hours of commuter traffic occurring from 7:15 to 8:15 AM and 5:00 to 6:00 PM on a weekday. Counts at the Hellenic American Academy showed that the peak-hour of the school traffic is lower and offset from the street peak along Pine Street at 8:00-9:00 PM (about 15% less) and 3:00-4:00 PM (about 25%) less. Saturday peak-hour traffic occurred from 1:00 to 2:00 PM (street and school). The existing traffic volumes are shown in Figure 2 and included in the Appendix. Please note these traffic counts included the current operations of the Starland Kids. Their morning and Saturday traffic volumes were minimal entering or exiting the site. The afternoon traffic was busier. When the schools moves in Starland Kids will move out and their traffic volumes will no longer occur along Pine Street.Figure 3 shows the base traffic volumes on Pine Street without Starland Kids. SITE TRAFFIC CHARACTERISTICS Site Plan The proposed plan will reuse the existing building and property with three access drives on Pine Street and the existing parking lots. Student loading will occur on the north side of the building and only utilize the north access point. Starland Kids currently use this same area for their program. The middle and southern access drives will be used by staff and midday visitors. Hellenic American Academy The Foundation for Hellenic Education and Culture, NFP intends to purchase the 445 Pine Street property and lease it to the Hellenic American Academy. Starland Kids will continue use some of the premises during the summer for their summer camps. The Hellenic American Academy serves children in grades Pre-K through 8th grade and is a dual language program with an emphasis on Greek language instruction. The school offers a variety of after-school programs which include Book Club, Science Club, Choir, Chess Club etc. The school also has several programs that occur throughout the school year after school where parents are invited to attend, including programs celebrating: Christmas, Graduation, Greek Independence, Preschool Activities, Family Heritage Night, etc. The petitioner anticipates approximately ten (10) Cultural Program Events such as plays, lectures and concerts to be on a Thursday, Friday and/or Saturday from 7:00 PM - 10:00 PM with attendance ranging from 20-100 persons per event. The petitioner intends to have a summer camp program during the summer. The day school has a current student population of 113 and will operate Monday through Friday from 8:15 a.m. to 3:30 PM with After Care operating Monday through Friday 3:30 PM – 4:30 PM and terminating at 5:30 PM. The evening school has a student population of 47 and operates Monday through Thursday from 4:30 PM – 6:30 PM. The Adult School will operate on Monday and/or Thursday from 7:00 PM - 8:00 PM. The Saturday School operates on Saturday from 9:00 AM – 1:30 PM with a student population of 175. No growth in the program is anticipated at this time. LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign Existing Traffic Volumes Figure 2ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE ((19)) -28- [25] (24) 30 ((1)) -0- [1] (1) 1 ((10)) -14- [28] (27) 23 0 (0) [0] -0- ((0)) 0 (0) [0] -0- ((1)) 0 (2) [0] -0- ((0))8 (13) [25] -32- ((13))86 (78) [64] -81- ((63))0 (0) [1] -1- ((0)) ((15)) -37- [26] (13) 10 ((73)) -133- [66] (39) 61 ((1)) -0- [0] (0) 0 ( ( 9 ) ) - 5 - [ 4 ] ( 5 ) 8 ( ( 3 2 ) ) - 7 0 - [ 6 7 ] ( 4 9 ) 5 0 ( ( 1 9 ) ) - 1 3 - [ 2 0 ] ( 1 4 ) 1 5 4 9 ( 2 9 ) [ 2 5 ] - 5 7 - ( ( 3 2 ) ) 4 3 ( 3 6 ) [ 5 8 ] - 9 9 - ( ( 4 2 ) ) 1 3 ( 5 ) [ 1 2 ] - 1 3 - ( ( 5 ) ) ((10)) -23- [16] (9) 15 ((34)) -100- [60] (80) 89 ((4)) -13- [7] (9) 191 (4) [7] -8- ((11))57 (49) [65] -77- ((47))26 (29) [37] -39- ((29))0 ( 5 ) [ 4 ] - 1 4 - ( ( 2 ) ) 9 1 ( 5 8 ) [ 8 7 ] - 1 4 7 - ( ( 9 0 ) )0 (1) [7] -6- ((0))0 (0) [9] -5- ((0))0 (0) [8] -5- ((3))0 (0) [8] -1- ((1))0 (0) [6] -27- ((0))1 (2) [1] -14- ((2)) ( ( 0 ) ) - 1 3 - [ 2 0 ] ( 1 ) 0 ( ( 6 5 ) ) - 1 0 9 - [ 9 1 ] ( 8 6 ) 9 5 ( ( 6 7 ) ) - 1 2 3 - [ 9 2 ] ( 8 8 ) 9 6 ( ( 2 ) ) - 1 0 - [ 1 3 ] ( 1 ) 0 ( ( 6 6 ) ) - 1 1 4 - [ 8 7 ] ( 8 7 ) 9 6 9 1 ( 5 9 ) [ 9 4 ] - 1 5 3 - ( ( 9 0 ) ) 0 ( 1 ) [ 4 ] - 1 0 - ( ( 2 ) ) 9 1 ( 5 8 ) [ 9 8 ] - 1 4 8 - ( ( 9 1 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign 2016 Base Traffic Volumes Figure 3ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE 0 (0) [0] -0- ((0)) 0 (0) [0] -0- ((1)) 0 (2) [0] -0- ((0))8 (13) [20] -25- ((10))85 (72) [51] -64- ((53))0 (0) [1] -1- ((0)) ( ( 9 ) ) - 5 - [ 4 ] ( 5 ) 8 ( ( 3 0 ) ) - 5 1 - [ 4 3 ] ( 4 7 ) 4 8 ( ( 1 9 ) ) - 1 3 - [ 2 0 ] ( 1 4 ) 1 5 4 2 ( 2 3 ) [ 2 1 ] - 4 6 - ( ( 3 1 ) ) 3 7 ( 2 9 ) [ 5 0 ] - 8 0 ( ( 4 0 ) ) 1 2 ( 5 ) [ 1 2 ] - 1 1 - ( ( 5 ) ) ((10)) -23- [16] (9) 15 ((34)) -100- [60] (80) 89 ((4)) -10- [5] (9) 191 (4) [7] -8- ((11))57 (49) [65] -77- ((47))26 (29) [24] -28- ((29))9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 8 8 ) ) 9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 7 6 ) ) 9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 7 6 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ((16)) -24- [23] (22) 30 ((1)) -0- [1] (1) 1 ((10)) -14- [28] (27) 23 ((15)) -37- [26] (13) 10 ((60)) -113- [60] (35) 61 ((1)) -0- [0] (0) 0 ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 6 Trip Generation School trip estimates were made using data provided by the traffic counts at the existing school on Lake-Cook Road during the peak street and schools travel periods.Tables 1 and 2 summarize the school traffic volumes and the corresponding decrease in Starland Kids volumes. During the morning and Saturday peak-hours there is an increase in traffic volumes at the site. During the afternoon, there is a significant decrease in existing traffic volumes during the street peak with the proposed change in use. The afternoon traffic counts from 3:00 to 7:00 PM indicated that Starland Kids had a four-hour total of 319 trips compares to the school with 132 trips for the same period (58% less). Table 1 Morning Site Traffic Volumes User Morning Street Peak (7:15 AM) Morning School Peak (8:00 AM) In Out Total In Out Total Hellenic American Academy 48 30 78 57 58 115 Starland Kids 0 -1 -1 -8 -1 -9 Net Additional Traffic +48 +29 +77 +49 +57 +106 Table 2 Afternoon Site Traffic Volumes User Afternoon School Peak (3:00 PM) Afternoon Street Peak (5:00 PM) Saturday Peak (1:00 PM) In Out Total In Out Total In Out Total Hellenic American Academy 41 49 90 3 4 7 66 87 153 Starland Kids -41 -39 -80 -47 -58 -105 -6 -6 -12 Net Additional Traffic 0 +10 +10 -44 -54 -98 +60 +81 +141 Trip Distribution The directional distribution of student traffic on the street system was determined from zip code data of students’ homes provided by the school. The distribution of traffic is shown on Table 3 and Figure 4. Table 3 Directional Distribution Direction Distribution North on Pine Street 30% South on Pine Street 60% West on Hackberry Road 10% Total 100% LEGEND Stop Sign Directional Distribution Figure 4ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE Hackberry Road CentralAvenueP i n e S t r e e t Directional Distribution00% 10%60% 30% ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 8 Trip Assignment The future vehicular trips that are generated by the school were distributed to the area roadways based on the directional distribution analysis and the proposed site plan. The north access drive will be used by parents to drop-off and pick-up students. The other two driveways will be used by staff or visitors during off-peak times.Figure 5 displays the trip assignment for the school traffic volumes.Figure 6 shows the Total Traffic volumes, which is the sum of the existing traffic volumes without Starland Kids traffic and the projected site traffic volumes. Summer Camps During the summer months, the school will be used by summer camp programs for Starland Kids (up to 50 kids) and for the Hellenic American Academy (up to 60 kids). The total volume of traffic along Pine Street in the summer would be less than the traffic volumes during the school year. ANALYSES Intersection Capacity Analyses An intersection’s ability to accommodate traffic flow is based on the average control delay experienced by vehicles passing through the intersection. The intersection and individual traffic movements are assigned a level of service (LOS), ranging from A to F based on the control delay created by a traffic signal or stop sign. Control delay consists of the initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. LOS A has the best traffic flow and least delay. LOS E represents saturated or at capacity conditions. LOS F experiences oversaturated conditions and extensive delays. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for both signalized and unsignalized intersections are shown in Table 4. Table 4 Level of Service Criteria for Intersections Level of Service Description Control Delay (seconds/vehicle) Signals Stop Signs A Minimal delay and few stops <10 <10 B Low delay with more stops >10-20 >10-15 C Light congestion >20-35 >15-25 D Congestion is more noticeable with longer delays >35-55 >25-35 E High delays and number of stops >55-80 >35-50 F Unacceptable delays and over capacity >80 >50 Source: Highway Capacity Manual 2010 LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign Site Traffic Distribution Figure 5ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE ((7)) -0- [4] (6) 53 (6) [5] -0- ((9))18 (35) [29] -3- ((52)) ((39)) -2- [25] (34) 28 ( ( 2 0 ) ) - 1 - [ 1 2 ] ( 1 7 ) 1 5 9 ( 1 7 ) [ 1 5 ] - 1 - ( ( 2 6 ) ) 3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) )9 (17) [15] -1- ((26))21 (41) [34] -3- ((61)) ( ( 2 0 ) ) - 1 - [ 1 2 ] ( 1 7 ) 1 5 ( ( 6 1 ) ) - 3 - [ 3 4 ] ( 4 1 ) 2 1 3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) ( ( 6 1 ) ) - 3 - [ 3 4 ] ( 4 1 ) 2 1 3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) ) LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign 2016 Total Traffic Volumes Figure 6ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE 0 (0) [0] -0- ((0)) 0 (0) [0] -0- ((1)) 0 (2) [0] -0- ((0))11 (19) [25] -25- ((19))103 (107) [80] -67- ((105))0 (0) [1] -1- ((0)) ( ( 9 ) ) - 5 - [ 4 ] ( 5 ) 8 ( ( 5 0 ) ) - 5 2 - [ 5 5 ] ( 6 4 ) 6 3 ( ( 1 9 ) ) - 1 3 - [ 2 0 ] ( 1 4 ) 1 5 4 2 ( 2 3 ) [ 2 1 ] - 4 6 - ( ( 3 1 ) ) 4 6 ( 4 6 ) [ 6 5 ] - 8 1 ( ( 6 6 ) ) 1 2 ( 5 ) [ 1 2 ] - 1 1 - ( ( 5 ) ) ((10)) -23- [16] (9) 15 ((34)) -100- [60] (80) 89 ((4)) -10- [5] (9) 191 (4) [7] -8- ((11))57 (49) [65] -77- ((47))26 (29) [24] -28- ((29))1 0 4 ( 9 7 ) [ 1 1 2 ] - 1 3 9 - ( ( 1 2 2 ) ) 1 0 4 ( 9 7 ) [ 1 1 2 ] - 1 3 9 - ( ( 1 2 2 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) ( ( 1 2 4 ) ) - 9 2 - [ 1 0 6 ] ( 1 2 6 ) 1 1 4 ((23)) -24- [27] (28) 35 ((1)) -0- [1] (1) 1 ((10)) -14- [28] (27) 23 ((15)) -37- [26] (13) 10 ((99)) -115- [85] (69) 89 ((1)) -0- [0] (0) 0 ( ( 1 2 4 ) ) - 9 2 - [ 1 0 6 ] ( 1 2 6 ) 1 1 49 (17) [15] -1- ((26))21 (41) [34] -3- ((61))3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) ) 9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 7 6 ) ) ( ( 2 0 ) ) - 1 - [ 1 2 ] ( 1 7 ) 1 5 ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 11 Capacity analyses were conducted for each intersection using the HCS computer program to determine the existing and future operating conditions of the access system. These analyses were performed for the weekday peak-hours. Copies of the capacity analysis summaries are included in the Appendix.Table 5 and 6 shows the existing and projected level of service and vehicular delay results for each intersection. All the stop sign controlled intersection near the school operates at an acceptable level of service in the morning, evening, and Saturday peak-hours. Table 5 Morning Intersection Level of Service and Delay Intersection Movement Morning Street Peak (7:15 AM) Morning School Peak (8:00 AM) Existing Total Existing Total Central Avenue at Pine Street (All-way Stop) All Approaches A-8.2 A-8.3 A-7.8 A-7.9 North Access Drive on Pine Street (Two-way Stop) Westbound Left/Right A-9.9 B-10.2 --A-9.8 Southbound Left A-7.5 A-7.6 A-7.4 A-7.5 Center Access Drive on Pine Street (Two-way Stop) Westbound Left/Right (1)(1)(1)(1) South Access Drive on Pine Street (Two-way Stop) Westbound Left/Right (1)(1)A-8.8 (1) Southbound Left A-7.5 (1)A-7.4 (1) Hackberry Road at Pine Street (All-way Stop) All Approaches A-7.8 A-8.1 A-7.6 A-7.9 (1)No traffic during peak Central Avenue at Pine Street The all-way-stop-controlled intersection operates at a well today and will continue to with the nest additional school traffic. No additional roadway improvements are required. Hackberry Road at Pine Street The all-way-stop-controlled intersection operates at a well today and will continue to with the additional school traffic. No additional roadway improvements are required. North Access Drive A full access driveway on the north side of the site provides access to the north parking lot. Exiting traffic onto Pine Street will continue to have stop-sign control. The existing and projected intersection level of service is good with a minimal traffic delays. No additional improvements are required. Center and South Access Drives The Center access drive is outbound only and the Southern Drive is full access serving the drop-off area and the south parking lot. As previously noted, these driveways will not be used for student loading activities and will be used for staff and off-peak visitors. No additional improvements are required. ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 12 Table 6 Afternoon Intersection Level of Service and Delay Intersection Movement Afternoon School Peak (3:00 PM) Afternoon Street Peak (5:00 PM) Saturday Peak (1:00 PM) Existing Total Existing Total Existing Total Central Avenue at Pine Street (All-way Stop) All Approaches A-8.4 A-8.2 A-9.0 A-8.6 A-7.7 A-7.9 North Access Drive on Pine Street (Two-way Stop) Westbound Left/Right A-9.0 A-9.8 B-10.1 A-9.9 A-8.8 B-10.1 Southbound Left A-7.5 A-7.5 A-7.7 A-7.6 A-7.4 A-7.5 Center Access Drive on Pine Street (Two-way Stop) Westbound Left/Right A-9.9 (1)B-11.4 (1)A-9.5 (1) South Access Drive on Pine Street (Two-way Stop) Westbound Left/Right B-10.8 (1)B-10.5 (1)(1)(1) Southbound Left A-7.7 (1)A-7.7 (1)A-7.6 (1) Hackberry Road at Pine Street (All-way Stop) All Approaches A-7.8 A-8.0 A-8.1 A-7.9 A-7.6 A-7.9 (1)No traffic during peak Student Loading Student loading for drop-offs and pick-ups will be on the north side of the building in the parking lot by an existing entry door. Parents will enter from Pine Street and pull up near the door to drop- off or pick–up their student(s) and then proceed to the east side to the parking lot to make a U-turn and exit back to Pine Street. The door is approximately 250 feet away from Pine Street to allow stacking of vehicles without impacting the public street. Some parents will park and walk their children to and from the school.Figure 7 illustrates the student loading circulation path. North Shore Greek Food Fest Hellenic American Academy hosts an annual festival on Labor Day weekend at their 1085 Lak- Cook Road campus in Deerfield. It features authentic Greek food, music, dancing, art, crafts gourmet market, children's games, and other activities. The hours of operations have been Saturday and Sunday from 2:00 PM to Midnight and Monday from 2:00 to 10:00 PM. Parking has been provided in neighboring parking lots along Lake-Cook Road. The school will continue to host the festival at their new campus and will modify their operations to accommodate their residential surroundings. Festival parking will have to be at satellite locations with shuttle buses between the parking and festival. Temporary on-street festival parking restrictions should be developed in the neighborhoods to minimize the impact in the area. ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 13 Parking Parking requirements for an elementary school in the Deerfield Zoning Code is the greater of either two parking spaces for every three employees or the one parking space for every three seats in an auditorium or places of assembly. The existing building has a 1,536 square foot auditorium that could hold up to 220 persons (based on the building code) which requires 73 parking spaces. The parking requirements for based on employees is less than 25 spaces. Parking counts at the existing school during the traffic counts indicated a peak demand of 22 parked vehicles which is primarily staff vehicles and a few visitors. The day to day parking demand at most schools is based on the staff and visitor parking because the students are dropped off or picked up by their parents. The Institute of Transportation Engineers’ Parking Generation Manual, 4th Edition, data for elementary schools shows a peak demand of 20 vehicles during the day. The existing site plan has a total of 83 striped parking spaces including two accessible spaces which exceeds the code required spaces. However, a parking lot with 83 parking spaces requires four accessible spaces per the ADA code and only two are provided on-site. EEA recommends that two additional accessible spaces be provided with the loss of two standard spaces. One new accessible stall could be added next to the two existing stalls so there are two accessible spaces north of the building and two spaces south of the building. The other alternative is to add the two new stalls north of the building. The revised parking count would be 81 spaces which still exceeds the zoning code requirements. Figure 7Student Loading RouteASSOCIATES, LTD.ENGINEERINGERIKSSONLoading Zone ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 15 SUMMARY This report summarizes the results of traffic and parking study for relocation of the Hellenic American Academy to a new location in Deerfield, Illinois. The findings of the study are: •The volume of traffic generated by the development will have no adverse impact on peak- hour traffic conditions Pine Street. •Access to the site will be provided by three access drives: o A full access drive for student loading and parent parking. o A exit only drive serving off-peak visitor/employee traffic o A full access drive serving staff/visitor parking in the south lot. •The current site provides 83 on-site parking spaces including two accessible spaces. It is recommended that two more accessible spaces be provided to meet ADA requirements by combining two standard spaces into one accessible space. The revised parking count will be 81spaces with four accessible spaces. •The Zoning Code requirement of 73 spaces is exceeded with the proposed parking plan. www.eea-ltd.com Traffic and Parking Study Appendix •2016 Existing Traffic Counts •Existing Capacity Analyses •Total Capacity Analyses Pine Street at Central Avenue Deerfield, Illinois 15 60 Peak Begin Right Left Right Left Right Left Right Left Minute Minute Hour Time Turn Through Turn Turn Through Turn Turn Through Turn Turn Through Turn Totals Totals Factor North East South West Tuesday October 18, 2016 7:00 AM 0 5 1 0 9 4 7 9 0 1 15 1 52 351 0.81 0 0 0 0 7:15 AM 1 12 0 0 15 2 17 12 0 1 22 3 85 380 0.87 0 0 0 0 7:30 AM 3 8 3 1 21 7 12 14 6 6 20 4 105 371 0.85 4 1 3 4 7:45 AM 6 14 5 0 8 7 14 10 5 6 28 6 109 348 0.80 0 1 0 1 8:00 AM 5 11 0 0 13 10 6 7 2 6 19 2 81 308 0.94 0 0 0 0 8:15 AM 6 9 2 2 18 5 6 10 1 1 15 1 76 0 0 1 0 8:30 AM 2 13 2 1 7 7 9 6 2 1 30 2 82 0 0 0 0 8:45 AM 1 16 1 1 11 7 8 3 0 1 16 4 69 0 1 1 0 Total 24 88 14 5 102 49 79 71 16 23 165 23 4 3 5 5 7:15-8:15 AM 15 45 8 1 57 26 49 43 13 19 89 15 380 0 1 1 1 8:00-9:00 AM 14 49 5 4 49 29 29 26 5 9 80 9 308 Tuesday October 18, 2016 3:00 PM 4 10 3 1 13 9 2 12 4 1 16 3 78 378 0.81 0 1 1 0 3:15 PM 10 10 0 3 11 10 8 15 4 2 17 3 93 389 0.83 1 0 0 0 3:30 PM 4 22 1 0 24 12 11 15 3 2 16 7 117 395 0.84 0 2 2 0 3:45 PM 2 25 0 3 17 6 4 16 1 2 11 3 90 372 0.94 0 1 0 0 4:00 PM 1 18 0 2 15 7 7 19 4 5 8 3 89 371 0.94 0 0 1 1 4:15 PM 4 17 1 1 14 13 11 12 3 3 14 6 99 415 0.78 5 1 2 0 4:30 PM 6 9 1 3 13 5 21 13 4 0 18 1 94 450 0.84 1 2 0 0 4:45 PM 6 11 0 0 12 10 6 8 2 3 28 3 89 503 0.86 1 0 2 0 5:00 PM 6 16 3 3 17 11 14 28 3 5 23 4 133 517 0.88 1 1 4 0 5:15 PM 3 19 0 3 21 13 12 20 5 3 29 6 134 512 0.87 4 1 1 0 5:30 PM 3 13 1 1 21 8 19 36 5 4 30 6 147 487 0.83 1 0 2 1 5:45 PM 1 22 1 1 18 7 12 15 0 1 18 7 103 438 0.86 4 3 5 1 6:00 PM 8 13 1 4 25 22 11 30 3 1 6 4 128 411 0.80 0 0 2 0 6:15 PM 4 20 0 2 19 19 12 11 5 1 12 4 109 0 0 2 0 6:30 PM 3 8 2 1 18 13 14 23 3 1 8 4 98 0 2 0 0 6:45 PM 8 11 2 0 12 6 11 11 0 2 6 7 76 0 0 0 0 Total 73 244 16 28 270 171 175 284 49 36 260 71 18 14 24 3 3:00-4:00 PM 20 67 4 7 65 37 25 58 12 7 60 16 378 4 5 9 1 5:00-6:00 PM 13 70 5 8 77 39 57 99 13 13 100 23 517 Saturday October 15, 2016 Noon 4 8 0 1 15 7 6 6 1 0 9 1 58 260 0.86 0 0 1 0 12:15 PM 4 12 0 0 12 7 7 11 0 2 10 0 65 264 0.87 0 0 0 0 12:30 PM 1 12 2 1 6 6 7 7 3 1 10 5 61 279 0.87 1 0 0 1 12:45 PM 3 9 0 3 14 5 13 15 1 0 11 2 76 278 0.87 1 0 2 0 1:00 PM 6 8 1 3 18 6 3 8 0 1 7 1 62 274 0.86 0 0 0 0 1:15 PM 8 4 2 3 10 12 10 11 2 2 12 4 80 2 0 2 0 1:30 PM 0 11 1 2 12 7 7 10 1 1 7 1 60 2 0 0 0 1:45 PM 5 9 5 3 7 4 12 13 2 0 8 4 72 0 1 1 0 Total 31 73 11 16 94 54 65 81 10 7 74 18 6 1 6 1 1:00-2:00 PM 19 32 9 11 47 29 32 42 5 4 34 10 274 5 0 4 0 Pedestrian Counts Pine Stret Central Avenue Pine Street Central Avenue Southbound Westbound Northbound Eastbound Pine Street at North Access Drive Deerfield, Illinois 15 60 Peak Begin Left Right Left Right Minute Minute Hour Time Through Turn Turn Turn Turn Through Totals Totals Factor East Tuesday October 18, 2016 7:00 AM 7 1 0 0 0 14 22 170 0.67 0 7:15 AM 12 0 0 0 0 22 34 189 0.75 0 7:30 AM 29 0 0 1 0 33 63 191 0.76 1 7:45 AM 24 0 0 0 0 27 51 164 0.80 0 8:00 AM 28 0 0 0 0 13 41 151 0.92 1 8:15 AM 19 0 0 0 0 17 36 0 8:30 AM 18 0 0 0 1 17 36 0 8:45 AM 26 1 0 0 0 11 38 1 Total 163 2 0 1 1 154 3 7:15-8:15 AM 93 0 0 1 0 95 189 1 8:00-9:00 AM 91 1 0 0 1 58 151 Tuesday October 18, 2016 3:00 PM 13 3 3 0 0 17 36 212 0.87 0 3:15 PM 23 1 1 0 1 29 55 236 0.97 0 3:30 PM 24 8 0 0 0 29 61 249 0.92 2 3:45 PM 29 8 2 1 3 17 60 239 0.88 6 4:00 PM 25 2 7 6 0 20 60 220 0.81 2 4:15 PM 35 0 3 0 3 27 68 236 0.78 0 4:30 PM 16 0 1 1 1 32 51 249 0.77 0 4:45 PM 16 3 3 0 3 16 41 293 0.77 0 5:00 PM 28 5 8 3 3 29 76 308 0.81 0 5:15 PM 23 7 2 3 4 42 81 312 0.82 0 5:30 PM 23 1 14 8 0 49 95 303 0.80 0 5:45 PM 25 0 3 0 3 25 56 276 0.86 0 6:00 PM 33 2 3 2 0 40 80 255 0.80 0 6:15 PM 31 4 3 2 4 28 72 0 6:30 PM 20 0 3 2 0 43 68 0 6:45 PM 18 0 0 0 0 17 35 0 Total 382 44 56 28 25 460 10 3:00-4:00 PM 89 20 6 1 4 92 212 0 5:00-6:00 PM 99 13 27 14 10 145 308 Saturday October 15, 2016 Noon 14 0 0 0 0 12 26 151 0.79 0 12:15 PM 20 0 0 0 0 20 40 158 0.82 1 12:30 PM 17 0 0 0 0 20 37 162 0.84 2 12:45 PM 19 0 0 0 0 29 48 170 0.89 0 1:00 PM 15 0 0 1 1 16 33 169 0.90 1 1:15 PM 20 0 0 0 0 24 44 0 1:30 PM 24 0 0 0 0 21 45 0 1:45 PM 15 0 0 1 1 30 47 1 Total 144 0 0 2 2 172 5 1:00-2:00 PM 74 0 0 0 2 2 91 169 1 Pedestrian Counts Pine Stret North Access Pine Street Southbound Westbound Northbound Pine Street at Middle Access Drive Deerfield, Illinois 15 60 Peak Begin Left Right Left Right Minute Minute Hour Time Turn Turn Turn Turn Totals Totals Factor East Tuesday October 18, 2016 7:00 AM 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 1 Total 0 0 0 0 3 7:15-8:15 AM 0 0 0 0 0 0 0 1 8:00-9:00 AM 0 0 0 0 0 0 0 Tuesday October 18, 2016 3:00 PM 0 0 0 0 0 16 0.57 0 3:15 PM 0 2 0 0 2 23 0.82 0 3:30 PM 0 3 4 0 7 21 0.75 2 3:45 PM 0 3 4 0 7 15 0.54 6 4:00 PM 0 6 1 0 7 8 0.29 2 4:15 PM 0 0 0 0 0 3 0.38 0 4:30 PM 0 0 1 0 1 7 0.44 0 4:45 PM 0 0 0 0 0 6 0.38 0 5:00 PM 0 2 0 0 2 6 0.38 0 5:15 PM 0 3 1 0 4 15 0.34 0 5:30 PM 0 0 0 0 0 14 0.32 0 5:45 PM 0 0 0 0 0 16 0.36 0 6:00 PM 0 9 2 0 11 17 0.39 0 6:15 PM 0 2 1 0 3 0 6:30 PM 0 1 1 0 2 0 6:45 PM 0 0 1 0 1 0 Total 0 31 16 0 10 3:00-4:00 PM 0 0 8 8 0 0 16 0 5:00-6:00 PM 0 0 5 1 0 0 6 Saturday October 15, 2016 Noon 0 0 0 0 0 1 0.25 0 12:15 PM 0 0 0 0 0 2 0.50 1 12:30 PM 0 1 0 0 1 3 0.75 2 12:45 PM 0 0 0 0 0 2 0.50 0 1:00 PM 0 1 0 0 1 4 0.50 1 1:15 PM 0 1 0 0 1 0 1:30 PM 0 0 0 0 0 0 1:45 PM 0 1 1 0 2 1 Total 0 4 1 0 5 1:00-2:00 PM 0 0 3 0 1 0 0 4 1 Pine Stret Middle Access Pine Street Pedestrian Counts Southbound Westbound Northbound Pine Street at South Access Drive Deerfield, Illinois 15 60 Peak Begin Left Right Left Right Minute Minute Hour Time Turn Turn Turn Turn Totals Totals Factor East Tuesday October 18, 2016 7:00 AM 1 1 0 0 2 2 0.25 0 7:15 AM 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 1 0.25 1 7:45 AM 0 0 0 0 0 4 0.33 0 8:00 AM 0 0 0 0 0 7 0.58 1 8:15 AM 0 0 0 1 1 0 8:30 AM 1 1 0 1 3 0 8:45 AM 0 0 0 3 3 1 Total 2 2 0 5 3 7:15-8:15 AM 0 0 0 0 0 0 0 1 8:00-9:00 AM 0 1 1 0 5 0 7 Tuesday October 18, 2016 3:00 PM 0 0 0 0 0 33 0.46 0 3:15 PM 0 0 0 0 0 46 0.64 0 3:30 PM 6 2 4 3 15 46 0.64 2 3:45 PM 7 5 5 1 18 33 0.46 6 4:00 PM 4 6 1 2 13 20 0.38 2 4:15 PM 0 0 0 0 0 11 0.55 0 4:30 PM 1 0 1 0 2 20 0.56 0 4:45 PM 2 1 1 1 5 22 0.61 0 5:00 PM 0 2 2 0 4 35 0.49 0 5:15 PM 1 2 1 5 9 52 0.62 0 5:30 PM 0 1 1 2 4 48 0.57 0 5:45 PM 9 1 1 7 18 48 0.57 0 6:00 PM 2 16 2 1 21 31 0.37 0 6:15 PM 1 3 0 1 5 0 6:30 PM 1 1 1 1 4 0 6:45 PM 0 0 1 0 1 0 Total 34 40 21 24 10 3:00-4:00 PM 0 13 7 9 4 0 33 0 5:00-6:00 PM 0 10 6 5 14 0 35 Saturday October 15, 2016 Noon 1 0 0 0 1 1 0.25 0 12:15 PM 0 0 0 0 0 2 0.25 1 12:30 PM 0 0 0 0 0 2 0.25 2 12:45 PM 0 0 0 0 0 2 0.25 0 1:00 PM 1 0 0 1 2 4 0.50 1 1:15 PM 0 0 0 0 0 0 1:30 PM 0 0 0 0 0 0 1:45 PM 1 0 0 1 2 1 Total 3 0 0 2 5 1:00-2:00 PM 0 2 0 0 0 2 0 4 1 Pine Stret South Access Pine Street Pedestrian Counts Southbound Westbound Northbound Pine Street at Hackberry Road Deerfield, Illinois 15 60 Peak Begin Right Left Right Left Right Left Right Left Minute Minute Hour Time Turn Through Turn Turn Through Turn Turn Through Turn Turn Through Turn Totals Totals Factor North East South West Tuesday October 18, 2016 7:00 AM 1 6 0 0 1 0 0 9 1 4 0 6 28 199 0.68 1 0 0 0 7:15 AM 0 11 0 0 0 0 0 6 2 9 0 9 37 219 0.75 1 1 1 0 7:30 AM 0 26 0 0 0 0 0 26 5 5 1 10 73 231 0.79 5 0 0 1 7:45 AM 5 24 0 0 0 0 0 20 1 4 0 7 61 218 0.89 0 1 2 0 8:00 AM 3 25 0 0 0 0 0 9 2 5 0 4 48 197 0.82 1 1 3 0 8:15 AM 1 17 0 0 0 1 0 9 6 7 0 8 49 3 0 2 0 8:30 AM 6 15 0 0 0 1 0 10 4 14 1 9 60 0 0 1 0 8:45 AM 3 21 0 0 0 0 0 11 1 1 0 3 40 2 0 1 1 Total 19 145 0 0 1 2 0 100 22 49 2 56 13 3 10 2 7:15-8:15 AM 8 86 0 0 0 0 0 61 10 23 1 30 219 4 2 8 0 8:00-9:00 AM 13 78 0 0 0 2 0 39 13 27 1 24 197 Tuesday October 18, 2016 3:00 PM 6 11 0 0 0 0 0 9 13 2 0 4 45 235 0.78 1 0 2 0 3:15 PM 8 13 0 0 0 0 0 25 7 6 1 5 65 248 0.83 0 0 2 0 3:30 PM 8 17 0 0 0 0 0 22 2 16 0 10 75 257 0.86 0 0 0 0 3:45 PM 3 23 0 0 0 0 0 10 4 4 0 6 50 243 0.82 5 6 3 0 4:00 PM 8 24 0 0 0 0 0 15 3 4 0 4 58 242 0.82 1 1 5 1 4:15 PM 10 28 0 0 0 0 0 25 4 2 0 5 74 259 0.86 1 1 2 0 4:30 PM 7 10 0 0 0 0 0 30 9 4 0 1 61 275 0.76 6 9 0 0 4:45 PM 3 13 0 0 0 0 0 15 8 4 0 6 49 305 0.84 1 0 1 0 5:00 PM 9 24 0 0 0 0 0 22 10 4 0 6 75 328 0.90 0 0 3 1 5:15 PM 9 22 0 0 0 0 0 42 10 2 0 5 90 340 0.93 3 1 6 1 5:30 PM 7 21 1 0 0 0 0 44 10 3 0 5 91 325 0.89 1 0 7 0 5:45 PM 7 14 0 0 0 0 0 25 9 5 0 12 72 301 0.86 0 3 5 1 6:00 PM 8 36 0 1 0 0 1 25 7 3 0 6 87 269 0.77 3 0 3 0 6:15 PM 7 29 0 0 0 0 0 24 8 2 0 5 75 1 3 2 0 6:30 PM 2 14 0 0 0 0 0 36 5 4 0 6 67 0 0 0 0 6:45 PM 8 10 0 0 0 0 0 14 1 3 0 4 40 0 1 0 0 Total 110 309 1 1 0 0 1 383 110 68 1 90 23 25 41 4 3:00-4:00 PM 25 64 0 0 0 0 0 66 26 28 1 25 235 4 6 10 1 5:00-6:00 PM 32 81 1 0 0 0 0 133 39 14 0 28 328 Saturday October 15, 2016 Noon 2 12 0 0 0 0 0 11 4 3 0 1 33 186 0.80 0 0 0 0 12:15 PM 4 17 0 0 0 0 0 14 6 5 0 6 52 190 0.82 0 0 0 0 12:30 PM 4 14 0 0 0 0 0 15 1 5 0 4 43 188 0.81 0 1 1 1 12:45 PM 3 15 0 0 0 0 0 25 9 1 0 5 58 198 0.85 0 0 0 0 1:00 PM 4 12 0 0 0 0 0 13 3 2 0 3 37 196 0.88 0 0 0 0 1:15 PM 4 15 0 0 1 0 1 19 3 3 1 3 50 0 0 0 1 1:30 PM 4 20 0 0 0 0 0 16 5 2 0 6 53 0 0 0 0 1:45 PM 1 16 0 0 0 0 0 25 4 3 0 7 56 0 0 0 0 Total 26 121 0 0 1 0 1 138 35 24 1 35 0 1 1 2 1:00-2:00 PM 13 63 0 0 1 0 1 73 15 10 1 19 196 0 0 0 1 Pedestrian Counts Pine Stret Hackberry Road Pine Street Hackberry Road Southbound Westbound Northbound Eastbound Hellenic School at 1085 Lake-Cook Road 15 60 Peak Begin Minute Minute Hour Time IN OUT Totals Totals Factor Wendesday October 19, 2016 7:00 AM 4 1 5 35 0.51 7:15 AM 5 1 6 78 0.41 7:30 AM 4 3 7 106 0.55 7:45 AM 13 4 17 113 0.59 8:00 AM 26 22 48 115 0.60 8:15 AM 15 19 34 8:30 AM 9 5 14 8:45 AM 7 12 19 Total 83 67 7:15-8:15 AM 0 48 30 78 8:00-9:00 AM 0 57 58 115 Wendesday October 19, 2016 3:00 PM 12 5 17 90 0.56 3:15 PM 23 17 40 81 0.51 3:30 PM 5 24 29 53 0.46 3:45 PM 1 3 4 35 0.73 4:00 PM 6 2 8 35 0.73 4:15 PM 3 9 12 28 0.58 4:30 PM 1 10 11 18 0.41 4:45 PM 1 3 4 9 0.56 5:00 PM 1 0 1 7 0.88 5:15 PM 1 1 2 6 0.75 5:30 PM 1 1 2 4 0.50 5:45 PM 0 2 2 2 0.25 6:00 PM 0 0 0 0 6:15 PM 0 0 0 6:30 PM 0 0 0 6:45 PM 0 0 0 Total 55 77 3:00-4:00 PM 0 41 49 90 5:00-6:00 PM 0 3 4 7 Saturday October 15, 2016 Noon 0 1 1 7 0.58 12:15 PM 0 2 2 34 0.30 12:30 PM 1 0 1 69 0.47 12:45 PM 3 0 3 151 0.45 1:00 PM 25 3 28 153 0.46 1:15 PM 28 9 37 1:30 PM 13 70 83 1:45 PM 0 5 5 Total 70 90 1:00-2:00 PM 0 66 87 153 School Existing Starland Traffic at 445 Pine 15 60 Peak Begin Minute Minute Hour Time North Center South North Center South Totals Totals Factor Tuesday October 18, 2016 7:00 AM 1 0 1 0 0 1 3 4 0.33 7:15 AM 0 0 0 0 0 0 0 1 0.25 7:30 AM 0 0 0 1 0 0 1 2 0.50 7:45 AM 0 0 0 0 0 0 0 5 0.31 8:00 AM 0 0 0 0 0 0 0 9 0.56 8:15 AM 0 0 1 0 0 0 1 8:30 AM 1 0 2 0 0 1 4 8:45 AM 1 0 3 0 0 0 4 Total 3 0 7 1 0 2 7:15-8:15 AM 0 0 0 1 0 0 1 8:00-9:00 AM 2 0 6 0 0 1 9 Tuesday October 18, 2016 3:00 PM 3 0 0 3 0 0 6 80 0.51 3:15 PM 2 0 0 1 2 0 5 109 0.70 3:30 PM 8 0 9 0 7 6 30 110 0.71 3:45 PM 11 0 8 3 7 10 39 86 0.55 4:00 PM 2 0 6 13 7 7 35 61 0.44 4:15 PM 3 0 0 3 0 0 6 51 0.51 4:30 PM 1 0 1 2 1 1 6 74 0.64 4:45 PM 6 0 3 3 0 2 14 95 0.82 5:00 PM 8 0 0 11 2 4 25 105 0.91 5:15 PM 11 0 6 5 4 3 29 119 0.76 5:30 PM 1 0 2 22 0 2 27 111 0.71 5:45 PM 3 0 16 3 0 2 24 95 0.61 6:00 PM 2 0 3 5 11 18 39 73 0.47 6:15 PM 8 0 2 5 3 3 21 6:30 PM 0 0 2 5 2 2 11 6:45 PM 0 0 0 0 1 1 2 Total 69 0 58 84 47 61 3:00-4:00 PM 24 0 17 7 16 16 80 5:00-6:00 PM 23 0 24 41 6 11 105 Saturday October 15, 2016 Noon 0 0 1 0 0 0 1 2 0.50 12:15 PM 0 0 0 0 0 0 0 6 0.30 12:30 PM 0 0 0 0 1 0 1 7 0.35 12:45 PM 0 0 0 0 0 0 0 6 0.30 1:00 PM 1 0 2 1 1 0 5 12 0.50 1:15 PM 0 0 0 0 1 0 1 1:30 PM 0 0 0 0 0 0 0 1:45 PM 1 0 2 1 2 0 6 Total 2 0 5 2 5 0 1:00-2:00 PM 2 0 4 2 4 0 12 Existing Starland Counts INBOUND OUTBOUND ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)15 89 19 26 57 1 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 43 49 8 50 15 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.87 0.87 0.87 0.87 Flow Rate (veh/h)140 95 119 83 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.2 0.0 0.5 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 -0.2 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.12 0.08 0.11 0.07 hd, final value (s)4.42 4.64 4.35 4.55 x, final value 0.172 0.122 0.144 0.105 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.6 2.3 2.5 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)824 792 850 830 Delay (s/veh)8.3 8.3 8.1 8.1 LOS A A A A Approach: Delay (s/veh)8.3 8.3 8.1 8.1 LOS A A A A Intersection Delay (s/veh)8.2 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:27 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k1EAB.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)9 80 9 29 49 4 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 36 29 5 49 14 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.94 0.94 0.94 0.94 Flow Rate (veh/h)103 86 73 71 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.0 0.4 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.2 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.08 0.06 0.06 hd, final value (s)4.29 4.43 4.23 4.36 x, final value 0.123 0.106 0.086 0.086 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.4 2.2 2.4 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)858 782 811 789 Delay (s/veh)7.9 8.0 7.6 7.8 LOS A A A A Approach: Delay (s/veh)7.9 8.0 7.6 7.8 LOS A A A A Intersection Delay (s/veh)7.8 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:29 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k9782.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)16 60 7 37 65 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)12 58 25 4 67 20 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.81 0.81 0.81 0.81 Flow Rate (veh/h)101 134 115 110 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.1 0.0 Prop. Right-Turns 0.1 0.1 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.12 0.10 0.10 hd, final value (s)4.59 4.64 4.52 4.54 x, final value 0.129 0.173 0.144 0.139 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.6 2.6 2.5 2.5 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)777 788 821 786 Delay (s/veh)8.3 8.6 8.3 8.3 LOS A A A A Approach: Delay (s/veh)8.3 8.6 8.3 8.3 LOS A A A A Intersection Delay (s/veh)8.4 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:30 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k23F8.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)23 100 13 39 77 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 99 57 5 70 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)153 140 190 98 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.1 0.3 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.14 0.12 0.17 0.09 hd, final value (s)4.78 4.89 4.64 4.87 x, final value 0.203 0.190 0.245 0.132 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.8 2.9 2.6 2.9 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)765 737 792 754 Delay (s/veh)9.0 9.0 9.1 8.6 LOS A A A A Approach: Delay (s/veh)9.0 9.0 9.1 8.6 LOS A A A A Intersection Delay (s/veh)9.0 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:31 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kD849.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 1:00-2:00 PM Saturday Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)10 34 4 29 47 11 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 42 32 9 32 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)53 97 88 67 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.1 0.4 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.0 -0.2 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.05 0.09 0.08 0.06 hd, final value (s)4.35 4.34 4.13 4.23 x, final value 0.064 0.117 0.101 0.079 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.3 2.1 2.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)883 808 880 838 Delay (s/veh)7.6 7.9 7.6 7.6 LOS A A A A Approach: Delay (s/veh)7.6 7.9 7.6 7.6 LOS A A A A Intersection Delay (s/veh)7.7 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:33 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k9292.tmp HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)1 0 91 0 0 95 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)1 127 Capacity 738 1459 v/c Ratio 0.00 0.09 95% Queue Length 0.0 Control Delay (s/veh)9.9 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.9 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:36:08 PM 21 North 715 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 0 58 1 1 86 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)94 Capacity 1530 v/c Ratio 0.06 95% Queue Length 0.0 Control Delay (s/veh)7.4 Level of Service (LOS)A Approach Delay (s/veh)0.1 Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:38:24 PM 22 North 800 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)1 6 98 4 20 91 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)8 128 Capacity 897 1462 v/c Ratio 0.01 0.09 95% Queue Length 0.0 0.0 Control Delay (s/veh)9.0 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.0 1.5 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:39:01 PM 23 North 300 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.81 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)14 27 148 10 13 109 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)50 151 Capacity 761 1370 v/c Ratio 0.07 0.11 95% Queue Length 0.2 0.0 Control Delay (s/veh)10.1 7.7 Level of Service (LOS)B A Approach Delay (s/veh)10.1 0.9 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:40:00 PM 24 North 500 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 2 91 2 0 65 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)2 72 Capacity 950 1481 v/c Ratio 0.00 0.05 95% Queue Length 0.0 Control Delay (s/veh)8.8 7.4 Level of Service (LOS)A A Approach Delay (s/veh)8.8 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:40:30 PM 25 North Sat Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)0 0 91 96 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h) Capacity v/c Ratio 95% Queue Length Control Delay (s/veh) Level of Service (LOS) Approach Delay (s/veh) Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:43:42 PM 31 Middle 715 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)0 0 59 88 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h) Capacity v/c Ratio 95% Queue Length Control Delay (s/veh) Level of Service (LOS) Approach Delay (s/veh) Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:43:18 PM 32 Middle 800AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.57 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)8 8 94 92 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)28 Capacity 757 v/c Ratio 0.04 95% Queue Length 0.1 Control Delay (s/veh)9.9 Level of Service (LOS)A Approach Delay (s/veh)9.9 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:44:38 PM 33 Middle 300 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.38 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)1 5 153 123 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)16 Capacity 574 v/c Ratio 0.03 95% Queue Length 0.1 Control Delay (s/veh)11.4 Level of Service (LOS)B Approach Delay (s/veh)11.4 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:45:29 PM 34 Middle 500 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.50 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)1 3 90 67 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)8 Capacity 805 v/c Ratio 0.01 95% Queue Length 0.0 Control Delay (s/veh)9.5 Level of Service (LOS)A Approach Delay (s/veh)9.5 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:46:14 PM 35 Middle Sat Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 0 91 0 0 96 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)128 Capacity 1459 v/c Ratio 0.09 95% Queue Length Control Delay (s/veh)7.5 Level of Service (LOS)A Approach Delay (s/veh) Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:49:49 PM 41 South 715 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.58 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 1 58 5 1 87 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)2 152 Capacity 947 1473 v/c Ratio 0.00 0.10 95% Queue Length 0.0 0.0 Control Delay (s/veh)8.8 7.4 Level of Service (LOS)A A Approach Delay (s/veh)8.8 0.1 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:51:03 PM 42 South 800 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.46 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)9 7 87 4 13 87 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)35 217 Capacity 656 1367 v/c Ratio 0.05 0.16 95% Queue Length 0.2 0.1 Control Delay (s/veh)10.8 7.7 Level of Service (LOS)B A Approach Delay (s/veh)10.8 1.1 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:52:52 PM 43 South 300 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.49 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)5 6 87 14 10 114 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)22 253 Capacity 676 1357 v/c Ratio 0.03 0.19 95% Queue Length 0.1 0.0 Control Delay (s/veh)10.5 7.7 Level of Service (LOS)B A Approach Delay (s/veh)10.5 0.7 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:53:39 PM 44 South 500 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.50 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 0 90 2 2 66 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)136 Capacity 1383 v/c Ratio 0.10 95% Queue Length 0.0 Control Delay (s/veh)7.6 Level of Service (LOS)A Approach Delay (s/veh)0.2 Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:54:24 PM 45 South Sat Exst.xtw ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)30 1 23 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)10 61 0 0 86 8 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.73 0.73 0.73 0.73 Flow Rate (veh/h)73 0 96 127 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.1 0.0 Prop. Right-Turns 0.4 0.0 0.0 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 0.1 0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.09 0.11 hd, final value (s)4.25 4.53 4.27 4.17 x, final value 0.086 0.000 0.114 0.147 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.5 2.3 2.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)811 873 847 Delay (s/veh)7.7 7.5 7.8 7.9 LOS A A A A Approach: Delay (s/veh)7.7 7.5 7.8 7.9 LOS A A A A Intersection Delay (s/veh)7.8 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:56 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kE4E7.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)24 1 27 2 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 39 0 0 78 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.82 0.82 0.82 0.82 Flow Rate (veh/h)62 2 62 110 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 1.0 0.2 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.3 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.06 0.10 hd, final value (s)4.06 4.59 4.25 4.07 x, final value 0.070 0.003 0.073 0.124 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.1 2.6 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)886 0 886 917 Delay (s/veh)7.4 7.6 7.6 7.6 LOS A A A A Approach: Delay (s/veh)7.4 7.6 7.6 7.6 LOS A A A A Intersection Delay (s/veh)7.6 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:56 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k98CA.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)25 1 28 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)26 66 0 1 64 25 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.78 0.78 0.78 0.78 Flow Rate (veh/h)68 0 117 115 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 0.0 0.3 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.10 0.10 hd, final value (s)4.24 4.54 4.27 4.06 x, final value 0.080 0.000 0.139 0.130 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.2 2.5 2.3 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)850 836 885 Delay (s/veh)7.6 7.5 8.0 7.7 LOS A A A A Approach: Delay (s/veh)7.6 7.5 8.0 7.7 LOS A A A A Intersection Delay (s/veh)7.8 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:57 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k2B58.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)28 0 14 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)37 133 0 1 81 32 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate (veh/h)46 0 188 126 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.0 0.2 0.0 Prop. Right-Turns 0.3 0.0 0.0 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.04 0.00 0.17 0.11 hd, final value (s)4.57 4.69 4.23 4.09 x, final value 0.058 0.000 0.221 0.143 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.6 2.7 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)767 855 900 Delay (s/veh)7.9 7.7 8.4 7.8 LOS A A A A Approach: Delay (s/veh)7.9 7.7 8.4 7.8 LOS A A A A Intersection Delay (s/veh)8.1 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:58 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kDB17.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 100-2:00 PM Saturday Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)19 1 10 0 1 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)15 73 1 0 63 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)33 1 100 85 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.2 0.0 Prop. Right-Turns 0.3 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.03 0.00 0.09 0.08 hd, final value (s)4.28 4.39 4.14 4.03 x, final value 0.039 0.001 0.115 0.095 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.4 2.1 2.0 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)825 0 909 850 Delay (s/veh)7.5 7.4 7.7 7.4 LOS A A A A Approach: Delay (s/veh)7.5 7.4 7.7 7.4 LOS A A A A Intersection Delay (s/veh)7.6 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:02 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kBFBB.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)15 89 19 26 57 1 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)12 46 42 8 63 15 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.87 0.87 0.87 0.87 Flow Rate (veh/h)140 95 113 98 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.2 0.0 0.4 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 -0.2 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.12 0.08 0.10 0.09 hd, final value (s)4.45 4.67 4.40 4.56 x, final value 0.173 0.123 0.138 0.124 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.7 2.4 2.6 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)824 792 807 817 Delay (s/veh)8.4 8.3 8.1 8.2 LOS A A A A Approach: Delay (s/veh)8.4 8.3 8.1 8.2 LOS A A A A Intersection Delay (s/veh)8.3 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:07 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k8692.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)9 80 9 29 49 4 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 46 23 5 64 14 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.94 0.94 0.94 0.94 Flow Rate (veh/h)103 86 77 87 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.0 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.08 0.07 0.08 hd, final value (s)4.34 4.49 4.32 4.39 x, final value 0.124 0.107 0.092 0.106 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.5 2.3 2.4 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)858 782 856 791 Delay (s/veh)8.0 8.0 7.8 7.9 LOS A A A A Approach: Delay (s/veh)8.0 8.0 7.8 7.9 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:08 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kB4C3.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)16 60 5 24 65 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)12 65 21 4 55 20 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.81 0.81 0.81 0.81 Flow Rate (veh/h)99 118 119 95 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.2 0.1 0.0 Prop. Right-Turns 0.1 0.1 0.2 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.1 -0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.10 0.11 0.08 hd, final value (s)4.55 4.58 4.48 4.47 x, final value 0.125 0.150 0.148 0.118 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.5 2.6 2.5 2.5 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)762 787 793 792 Delay (s/veh)8.2 8.4 8.3 8.1 LOS A A A A Approach: Delay (s/veh)8.2 8.4 8.3 8.1 LOS A A A A Intersection Delay (s/veh)8.2 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:09 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kA799.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)23 100 10 28 77 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)11 81 46 5 52 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)150 127 156 78 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.2 0.1 0.1 Prop. Right-Turns 0.1 0.1 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.13 0.11 0.14 0.07 hd, final value (s)4.62 4.71 4.54 4.73 x, final value 0.192 0.166 0.197 0.102 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.6 2.7 2.5 2.7 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)789 747 780 780 Delay (s/veh)8.7 8.6 8.7 8.3 LOS A A A A Approach: Delay (s/veh)8.7 8.6 8.7 8.3 LOS A A A A Intersection Delay (s/veh)8.6 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:10 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k5D12.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 1:00-2:00 PM Saturday Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)10 34 4 29 47 11 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 66 31 9 50 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)53 97 115 87 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.0 0.1 Prop. Right-Turns 0.1 0.1 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.0 -0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.05 0.09 0.10 0.08 hd, final value (s)4.46 4.46 4.23 4.31 x, final value 0.066 0.120 0.135 0.104 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.5 2.5 2.2 2.3 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)757 808 821 870 Delay (s/veh)7.8 8.1 7.9 7.8 LOS A A A A Approach: Delay (s/veh)7.8 8.1 7.9 7.8 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:11 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k42BF.tmp HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)21 9 91 33 15 93 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)40 144 Capacity 728 1406 v/c Ratio 0.05 0.10 95% Queue Length 0.2 0.0 Control Delay (s/veh)10.2 7.6 Level of Service (LOS)B A Approach Delay (s/veh)10.2 1.2 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:18:47 PM 21 North 715 AM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)41 17 57 40 17 85 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)63 110 Capacity 814 1478 v/c Ratio 0.08 0.07 95% Queue Length 0.3 0.0 Control Delay (s/veh)9.8 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.8 1.3 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:19:28 PM 22 North 800 AM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)34 15 83 29 12 72 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)56 97 Capacity 803 1450 v/c Ratio 0.07 0.07 95% Queue Length 0.2 0.0 Control Delay (s/veh)9.8 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.8 1.1 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:20:13 PM 23 North 300 PM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.81 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)3 1 137 2 1 89 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)5 111 Capacity 733 1398 v/c Ratio 0.01 0.08 95% Queue Length 0.0 0.0 Control Delay (s/veh)9.9 7.6 Level of Service (LOS)A A Approach Delay (s/veh)9.9 0.1 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:20:49 PM 24 North 500 PM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)61 21 76 46 20 63 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)91 92 Capacity 790 1442 v/c Ratio 0.12 0.06 95% Queue Length 0.4 0.0 Control Delay (s/veh)10.1 7.5 Level of Service (LOS)B A Approach Delay (s/veh)10.1 1.9 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/26/2016 11:51:35 AM 25 North Sat prop.xtw ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)35 1 23 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)10 89 0 0 103 11 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.73 0.73 0.73 0.73 Flow Rate (veh/h)79 0 134 156 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.1 0.0 Prop. Right-Turns 0.4 0.0 0.0 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.07 0.00 0.12 0.14 hd, final value (s)4.43 4.70 4.32 4.22 x, final value 0.097 0.000 0.161 0.183 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.7 2.3 2.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)790 838 867 Delay (s/veh)7.9 7.7 8.1 8.2 LOS A A A A Approach: Delay (s/veh)7.9 7.7 8.1 8.2 LOS A A A A Intersection Delay (s/veh)8.1 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:28 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k5B5E.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)28 1 27 2 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 69 0 0 107 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.82 0.82 0.82 0.82 Flow Rate (veh/h)67 2 99 153 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 1.0 0.2 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.3 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.09 0.14 hd, final value (s)4.27 4.78 4.29 4.12 x, final value 0.079 0.003 0.118 0.175 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.8 2.3 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)838 0 825 850 Delay (s/veh)7.6 7.8 7.9 8.0 LOS A A A A Approach: Delay (s/veh)7.6 7.8 7.9 8.0 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:28 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kA327.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)27 1 28 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)26 85 0 1 80 25 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.78 0.78 0.78 0.78 Flow Rate (veh/h)70 0 141 135 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 0.0 0.2 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.13 0.12 hd, final value (s)4.36 4.64 4.30 4.12 x, final value 0.085 0.000 0.168 0.154 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.6 2.3 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)875 829 900 Delay (s/veh)7.8 7.6 8.2 7.9 LOS A A A A Approach: Delay (s/veh)7.8 7.6 8.2 7.9 LOS A A A A Intersection Delay (s/veh)8.0 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:29 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k4AEA.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)24 0 14 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)37 115 0 1 67 25 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate (veh/h)41 0 168 102 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.2 0.0 Prop. Right-Turns 0.4 0.0 0.0 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.04 0.00 0.15 0.09 hd, final value (s)4.44 4.59 4.20 4.06 x, final value 0.051 0.000 0.196 0.115 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.6 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)820 840 927 Delay (s/veh)7.7 7.6 8.2 7.6 LOS A A A A Approach: Delay (s/veh)7.7 7.6 8.2 7.6 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:30 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kABF.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 100-2:00 PM Saturday Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)23 1 10 0 1 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)15 99 1 0 105 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)38 1 130 140 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.0 0.1 0.0 Prop. Right-Turns 0.3 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.1 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.03 0.00 0.12 0.12 hd, final value (s)4.50 4.58 4.20 4.08 x, final value 0.048 0.001 0.152 0.159 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.5 2.6 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)760 0 867 875 Delay (s/veh)7.7 7.6 8.0 7.9 LOS A A A A Approach: Delay (s/veh)7.7 7.6 8.0 7.9 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/26/2016 11:50 AM Page 1 of 1All-Way Stop Control 10/26/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k566D.tmp SPECIAL USE STANDARDS FOR PROPOSED SCHOOL AT 445 PINE STREET 1. Compatible with Existing Development The nature and intensity of the activities involved and the size, placement and design of any structures proposed will be so planned that the Special Use will be compatible with the existing development and will not impede the normal and orderly development and improvement of surrounding property. • The subject property was originally designed and operated as a public elementary school for a number of years, accommodating a student population in excess of that proposed by Applicant. As such the proposed use will be compatible with the existing development and will not impede normal and orderly development and improvement of surrounding property. 2. Lot of Sufficient Size The size of the lot will be sufficient for the use proposed. • Applicant proposes no expansion of the existing building, which has been adequately served by the existing parking lot. Furthermore, inasmuch as both access and parking can be accommodated, as indicated by Applicant’s traffic consultant, the size of the lot will be sufficient for the proposed use. 3. Traffic The location of the Special Use within the Village will be such that adverse effects on surrounding properties will be minimal, particularly regarding the traffic generated by the Special Use. • As concluded by Applicant’s traffic consultant, the adjacent roadways can accommodate anticipated traffic, and taking into account the hours of operation of the proposed special use, traffic will have safe and adequate access to and from Pine Street, such that there will be no adverse effects on surrounding properties. 4. Parking and Access Parking areas will be of adequate size for the particular use and properly located, and the entrance and exit drives will be laid out so as to prevent traffic hazards and nuisances. • As concluded by Applicant’s traffic consultant, the access to and from the property will continue to be both safe and adequate, and the existing parking lot is of adequate size for the proposed special use. 5. Effect on Neighborhood In all respects the Special Use will not be significantly or materially detrimental to the health, safety and welfare of the public or injurious to the other property or improvements in the neighborhood, nor will it diminish or impair property values in the surrounding area. • Based upon Applicant’s traffic consultant’s conclusions, that both access and parking demand will not be negatively impacted by the proposed special use, the special use will not significantly or materially be detrimental to the health, safety, and welfare of the public or injurious to other property or improvements in the neighborhood; nor will it diminish or impair property values in the surrounding area. Furthermore, the surrounding neighborhood was developed with the existing building being used as a public grade school with a higher student population than that proposed by Applicant. 6. Adequate Facilities That adequate utilities, access roads, drainage and/or other necessary facilities have been or are being provided. • The proposed special use will have no impact whatsoever on existing utilities, drainage, or other facilities which have been adequate to service the existing building. As concluded by Applicant’s traffic consultant, Pine Street can accommodate any anticipated traffic. Accordingly, adequate utilities, access roads, drainage and/or other necessary facilities have been or are being provided. 7. Adequate Buffering Adequate fencing and/or screening shall be provided to ensure the enjoyment of surrounding properties, to provide for the public safety or to screen parking areas and other visually incompatible uses. • The proposed special use does not require any changes to the existing buffering, inasmuch as the property abuts parks on both the east, across the creek, and the west along Pine Street, and is a considerable distance from residential properties to the north and south. October 2016 Eriksson Engineering Associates, Ltd. 145 Commerce Drive, Suite A Grayslake, IL 60030 (847) 223-4804 Eriksson Engineering Associates, Ltd. 601 W. Randolph St., Suite 500 Chicago, IL 60661 (312) 463-0551 Hellenic American Academy Traffic and Parking Study Prepared for: The Foundation for Hellenic Education and Culture ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 1 INTRODUCTION Eriksson Engineering Associates, Ltd. was retained by the Foundation for Hellenic Education and Culture to conduct a traffic impact and parking demand study for the relocation of the Hellenic American Academy from its location at 1085 Lake-Cook Road to 445 Pine Street in Deerfield, Illinois. The purpose of the study was to observe the existing traffic patterns around the site, determine the traffic characteristics of the proposed development, review the parking needs, and develop roadway and parking recommendations. EXISTING CONDITIONS Site Location and Area Land-Use The subject site is located at 445 Pine Street in Deerfield, Illinois. It is occupied by a single building that originally was the Cadwell Elementary School which was then repurposed for the True Way Presbyterian Church. It is currently occupied by the Starland Kid’s Enrichment Center. It has three access drives on Pine Street and two parking lots containing 83 parking spaces. The site is adjacent to single-family residential neighborhoods to the north, south, and west. Pine Street Park is also west of the site. Keller Park is southeast of the school. Shepard Park and School are to the east of Keller Park. The Village of Deerfield Water Treatment Plant is to the southeast. Figure 1 illustrates the site and the surrounding land-uses and roads. Bicycle and Pedestrian Routes Separate bike routes are located within Pine and Keller Parks. Carriage walks are provided along the public roads around the site. Roadway Characteristics A description of the area roadways providing access to the site is provided below: Pine Street is two-lane north-south collector road with a posted speed limit of 25 mph adjacent to the site. On-street parking is prohibited by the site. Its intersections with Hackberry Road and Central Avenue are under all-way stop sign control with painted crosswalks. Pine Street is under the jurisdiction of the Village of Deerfield. Hackberry Road is two-lane east-west collector road with a posted speed limit of 25 mph near to the site. On-street parking is permitted on both sides of the road. Hackberry Road is under the jurisdiction of the Village of Deerfield. Central Avenue is two-lane east-west collector road with a posted speed limit of 25 mph near to the site. On-street parking is permitted on both sides of the road. Central Avenue is under the jurisdiction of the Village of Deerfield. Existing Traffic Volumes Weekday morning (7:00 to 9:00 AM) and afternoon (3:00 to 7:00 PM) and Saturday ( Noon-2:00 PM) manual traffic counts were conducted in October, 2016 on Pine Street at Hackberry Road, the three site access drives, and at Central Avenue. Counts were also conducted at the existing school campus at 1085 Lake-Cook Road in Deerfield. Figure 1Site Location and Area RoadwaysASSOCIATES, LTD.ENGINEERINGERIKSSONSITECentral AvenuePine StreetHackberry Road ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 3 These counts showed the peak-hours of commuter traffic occurring from 7:15 to 8:15 AM and 5:00 to 6:00 PM on a weekday. Counts at the Hellenic American Academy showed that the peak-hour of the school traffic is lower and offset from the street peak along Pine Street at 8:00-9:00 PM (about 15% less) and 3:00-4:00 PM (about 25%) less. Saturday peak-hour traffic occurred from 1:00 to 2:00 PM (street and school). The existing traffic volumes are shown in Figure 2 and included in the Appendix. Please note these traffic counts included the current operations of the Starland Kids. Their morning and Saturday traffic volumes were minimal entering or exiting the site. The afternoon traffic was busier. When the schools moves in Starland Kids will move out and their traffic volumes will no longer occur along Pine Street.Figure 3 shows the base traffic volumes on Pine Street without Starland Kids. SITE TRAFFIC CHARACTERISTICS Site Plan The proposed plan will reuse the existing building and property with three access drives on Pine Street and the existing parking lots. Student loading will occur on the north side of the building and only utilize the north access point. Starland Kids currently use this same area for their program. The middle and southern access drives will be used by staff and midday visitors. Hellenic American Academy The Foundation for Hellenic Education and Culture, NFP intends to purchase the 445 Pine Street property and lease it to the Hellenic American Academy. Starland Kids will continue use some of the premises during the summer for their summer camps. The Hellenic American Academy serves children in grades Pre-K through 8th grade and is a dual language program with an emphasis on Greek language instruction. The school offers a variety of after-school programs which include Book Club, Science Club, Choir, Chess Club etc. The school also has several programs that occur throughout the school year after school where parents are invited to attend, including programs celebrating: Christmas, Graduation, Greek Independence, Preschool Activities, Family Heritage Night, etc. The petitioner anticipates approximately ten (10) Cultural Program Events such as plays, lectures and concerts to be on a Thursday, Friday and/or Saturday from 7:00 PM - 10:00 PM with attendance ranging from 20-100 persons per event. The petitioner intends to have a summer camp program during the summer. The day school has a current student population of 113 and will operate Monday through Friday from 8:15 a.m. to 3:30 PM with After Care operating Monday through Friday 3:30 PM – 4:30 PM and terminating at 5:30 PM. The evening school has a student population of 47 and operates Monday through Thursday from 4:30 PM – 6:30 PM. The Adult School will operate on Monday and/or Thursday from 7:00 PM - 8:00 PM. The Saturday School operates on Saturday from 9:00 AM – 1:30 PM with a student population of 175. No growth in the program is anticipated at this time. LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign Existing Traffic Volumes Figure 2ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE ((19)) -28- [25] (24) 30 ((1)) -0- [1] (1) 1 ((10)) -14- [28] (27) 23 0 (0) [0] -0- ((0)) 0 (0) [0] -0- ((1)) 0 (2) [0] -0- ((0))8 (13) [25] -32- ((13))86 (78) [64] -81- ((63))0 (0) [1] -1- ((0)) ((15)) -37- [26] (13) 10 ((73)) -133- [66] (39) 61 ((1)) -0- [0] (0) 0 ( ( 9 ) ) - 5 - [ 4 ] ( 5 ) 8 ( ( 3 2 ) ) - 7 0 - [ 6 7 ] ( 4 9 ) 5 0 ( ( 1 9 ) ) - 1 3 - [ 2 0 ] ( 1 4 ) 1 5 4 9 ( 2 9 ) [ 2 5 ] - 5 7 - ( ( 3 2 ) ) 4 3 ( 3 6 ) [ 5 8 ] - 9 9 - ( ( 4 2 ) ) 1 3 ( 5 ) [ 1 2 ] - 1 3 - ( ( 5 ) ) ((10)) -23- [16] (9) 15 ((34)) -100- [60] (80) 89 ((4)) -13- [7] (9) 191 (4) [7] -8- ((11))57 (49) [65] -77- ((47))26 (29) [37] -39- ((29))0 ( 5 ) [ 4 ] - 1 4 - ( ( 2 ) ) 9 1 ( 5 8 ) [ 8 7 ] - 1 4 7 - ( ( 9 0 ) )0 (1) [7] -6- ((0))0 (0) [9] -5- ((0))0 (0) [8] -5- ((3))0 (0) [8] -1- ((1))0 (0) [6] -27- ((0))1 (2) [1] -14- ((2)) ( ( 0 ) ) - 1 3 - [ 2 0 ] ( 1 ) 0 ( ( 6 5 ) ) - 1 0 9 - [ 9 1 ] ( 8 6 ) 9 5 ( ( 6 7 ) ) - 1 2 3 - [ 9 2 ] ( 8 8 ) 9 6 ( ( 2 ) ) - 1 0 - [ 1 3 ] ( 1 ) 0 ( ( 6 6 ) ) - 1 1 4 - [ 8 7 ] ( 8 7 ) 9 6 9 1 ( 5 9 ) [ 9 4 ] - 1 5 3 - ( ( 9 0 ) ) 0 ( 1 ) [ 4 ] - 1 0 - ( ( 2 ) ) 9 1 ( 5 8 ) [ 9 8 ] - 1 4 8 - ( ( 9 1 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign 2016 Base Traffic Volumes Figure 3ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE 0 (0) [0] -0- ((0)) 0 (0) [0] -0- ((1)) 0 (2) [0] -0- ((0))8 (13) [20] -25- ((10))85 (72) [51] -64- ((53))0 (0) [1] -1- ((0)) ( ( 9 ) ) - 5 - [ 4 ] ( 5 ) 8 ( ( 3 0 ) ) - 5 1 - [ 4 3 ] ( 4 7 ) 4 8 ( ( 1 9 ) ) - 1 3 - [ 2 0 ] ( 1 4 ) 1 5 4 2 ( 2 3 ) [ 2 1 ] - 4 6 - ( ( 3 1 ) ) 3 7 ( 2 9 ) [ 5 0 ] - 8 0 ( ( 4 0 ) ) 1 2 ( 5 ) [ 1 2 ] - 1 1 - ( ( 5 ) ) ((10)) -23- [16] (9) 15 ((34)) -100- [60] (80) 89 ((4)) -10- [5] (9) 191 (4) [7] -8- ((11))57 (49) [65] -77- ((47))26 (29) [24] -28- ((29))9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 8 8 ) ) 9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 7 6 ) ) 9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 7 6 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ((16)) -24- [23] (22) 30 ((1)) -0- [1] (1) 1 ((10)) -14- [28] (27) 23 ((15)) -37- [26] (13) 10 ((60)) -113- [60] (35) 61 ((1)) -0- [0] (0) 0 ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 6 Trip Generation School trip estimates were made using data provided by the traffic counts at the existing school on Lake-Cook Road during the peak street and schools travel periods.Tables 1 and 2 summarize the school traffic volumes and the corresponding decrease in Starland Kids volumes. During the morning and Saturday peak-hours there is an increase in traffic volumes at the site. During the afternoon, there is a significant decrease in existing traffic volumes during the street peak with the proposed change in use. The afternoon traffic counts from 3:00 to 7:00 PM indicated that Starland Kids had a four-hour total of 319 trips compares to the school with 132 trips for the same period (58% less). Table 1 Morning Site Traffic Volumes User Morning Street Peak (7:15 AM) Morning School Peak (8:00 AM) In Out Total In Out Total Hellenic American Academy 48 30 78 57 58 115 Starland Kids 0 -1 -1 -8 -1 -9 Net Additional Traffic +48 +29 +77 +49 +57 +106 Table 2 Afternoon Site Traffic Volumes User Afternoon School Peak (3:00 PM) Afternoon Street Peak (5:00 PM) Saturday Peak (1:00 PM) In Out Total In Out Total In Out Total Hellenic American Academy 41 49 90 3 4 7 66 87 153 Starland Kids -41 -39 -80 -47 -58 -105 -6 -6 -12 Net Additional Traffic 0 +10 +10 -44 -54 -98 +60 +81 +141 Trip Distribution The directional distribution of student traffic on the street system was determined from zip code data of students’ homes provided by the school. The distribution of traffic is shown on Table 3 and Figure 4. Table 3 Directional Distribution Direction Distribution North on Pine Street 30% South on Pine Street 60% West on Hackberry Road 10% Total 100% LEGEND Stop Sign Directional Distribution Figure 4ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE Hackberry Road CentralAvenueP i n e S t r e e t Directional Distribution00% 10%60% 30% ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 8 Trip Assignment The future vehicular trips that are generated by the school were distributed to the area roadways based on the directional distribution analysis and the proposed site plan. The north access drive will be used by parents to drop-off and pick-up students. The other two driveways will be used by staff or visitors during off-peak times.Figure 5 displays the trip assignment for the school traffic volumes.Figure 6 shows the Total Traffic volumes, which is the sum of the existing traffic volumes without Starland Kids traffic and the projected site traffic volumes. Summer Camps During the summer months, the school will be used by summer camp programs for Starland Kids (up to 50 kids) and for the Hellenic American Academy (up to 60 kids). The total volume of traffic along Pine Street in the summer would be less than the traffic volumes during the school year. ANALYSES Intersection Capacity Analyses An intersection’s ability to accommodate traffic flow is based on the average control delay experienced by vehicles passing through the intersection. The intersection and individual traffic movements are assigned a level of service (LOS), ranging from A to F based on the control delay created by a traffic signal or stop sign. Control delay consists of the initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. LOS A has the best traffic flow and least delay. LOS E represents saturated or at capacity conditions. LOS F experiences oversaturated conditions and extensive delays. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for both signalized and unsignalized intersections are shown in Table 4. Table 4 Level of Service Criteria for Intersections Level of Service Description Control Delay (seconds/vehicle) Signals Stop Signs A Minimal delay and few stops <10 <10 B Low delay with more stops >10-20 >10-15 C Light congestion >20-35 >15-25 D Congestion is more noticeable with longer delays >35-55 >25-35 E High delays and number of stops >55-80 >35-50 F Unacceptable delays and over capacity >80 >50 Source: Highway Capacity Manual 2010 LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign Site Traffic Distribution Figure 5ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE ((7)) -0- [4] (6) 53 (6) [5] -0- ((9))18 (35) [29] -3- ((52)) ((39)) -2- [25] (34) 28 ( ( 2 0 ) ) - 1 - [ 1 2 ] ( 1 7 ) 1 5 9 ( 1 7 ) [ 1 5 ] - 1 - ( ( 2 6 ) ) 3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) )9 (17) [15] -1- ((26))21 (41) [34] -3- ((61)) ( ( 2 0 ) ) - 1 - [ 1 2 ] ( 1 7 ) 1 5 ( ( 6 1 ) ) - 3 - [ 3 4 ] ( 4 1 ) 2 1 3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) ( ( 6 1 ) ) - 3 - [ 3 4 ] ( 4 1 ) 2 1 3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) ) LEGEND AM Street Peak 7:15 - 8:15 AM AM School Peak 8:00 - 9:00 AM 00 (00) Stop Sign 2016 Total Traffic Volumes Figure 6ASSOCIATES, LTD. ENGINEERING ERIKSSON SI TE 0 (0) [0] -0- ((0)) 0 (0) [0] -0- ((1)) 0 (2) [0] -0- ((0))11 (19) [25] -25- ((19))103 (107) [80] -67- ((105))0 (0) [1] -1- ((0)) ( ( 9 ) ) - 5 - [ 4 ] ( 5 ) 8 ( ( 5 0 ) ) - 5 2 - [ 5 5 ] ( 6 4 ) 6 3 ( ( 1 9 ) ) - 1 3 - [ 2 0 ] ( 1 4 ) 1 5 4 2 ( 2 3 ) [ 2 1 ] - 4 6 - ( ( 3 1 ) ) 4 6 ( 4 6 ) [ 6 5 ] - 8 1 ( ( 6 6 ) ) 1 2 ( 5 ) [ 1 2 ] - 1 1 - ( ( 5 ) ) ((10)) -23- [16] (9) 15 ((34)) -100- [60] (80) 89 ((4)) -10- [5] (9) 191 (4) [7] -8- ((11))57 (49) [65] -77- ((47))26 (29) [24] -28- ((29))1 0 4 ( 9 7 ) [ 1 1 2 ] - 1 3 9 - ( ( 1 2 2 ) ) 1 0 4 ( 9 7 ) [ 1 1 2 ] - 1 3 9 - ( ( 1 2 2 ) ) Hackberry Road CentralAvenueP i n e S t r e e t PM School Peak 3:00 - 4:00 PM [00] PM Street Peak 5:00 - 6:00 PM -00- Saturday Peak 1:00 - 2:00 PM ((00)) ( ( 1 2 4 ) ) - 9 2 - [ 1 0 6 ] ( 1 2 6 ) 1 1 4 ((23)) -24- [27] (28) 35 ((1)) -0- [1] (1) 1 ((10)) -14- [28] (27) 23 ((15)) -37- [26] (13) 10 ((99)) -115- [85] (69) 89 ((1)) -0- [0] (0) 0 ( ( 1 2 4 ) ) - 9 2 - [ 1 0 6 ] ( 1 2 6 ) 1 1 49 (17) [15] -1- ((26))21 (41) [34] -3- ((61))3 3 ( 4 0 ) [ 2 9 ] - 2 - ( ( 4 6 ) ) 9 1 ( 5 7 ) [ 8 3 ] - 1 3 7 - ( ( 7 6 ) ) ( ( 2 0 ) ) - 1 - [ 1 2 ] ( 1 7 ) 1 5 ( ( 6 3 ) ) - 8 9 - [ 7 2 ] ( 8 5 ) 9 3 ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 11 Capacity analyses were conducted for each intersection using the HCS computer program to determine the existing and future operating conditions of the access system. These analyses were performed for the weekday peak-hours. Copies of the capacity analysis summaries are included in the Appendix.Table 5 and 6 shows the existing and projected level of service and vehicular delay results for each intersection. All the stop sign controlled intersection near the school operates at an acceptable level of service in the morning, evening, and Saturday peak-hours. Table 5 Morning Intersection Level of Service and Delay Intersection Movement Morning Street Peak (7:15 AM) Morning School Peak (8:00 AM) Existing Total Existing Total Central Avenue at Pine Street (All-way Stop) All Approaches A-8.2 A-8.3 A-7.8 A-7.9 North Access Drive on Pine Street (Two-way Stop) Westbound Left/Right A-9.9 B-10.2 --A-9.8 Southbound Left A-7.5 A-7.6 A-7.4 A-7.5 Center Access Drive on Pine Street (Two-way Stop) Westbound Left/Right (1)(1)(1)(1) South Access Drive on Pine Street (Two-way Stop) Westbound Left/Right (1)(1)A-8.8 (1) Southbound Left A-7.5 (1)A-7.4 (1) Hackberry Road at Pine Street (All-way Stop) All Approaches A-7.8 A-8.1 A-7.6 A-7.9 (1) No traffic during peak Central Avenue at Pine Street The all-way-stop-controlled intersection operates at a well today and will continue to with the nest additional school traffic. No additional roadway improvements are required. Hackberry Road at Pine Street The all-way-stop-controlled intersection operates at a well today and will continue to with the additional school traffic. No additional roadway improvements are required. North Access Drive A full access driveway on the north side of the site provides access to the north parking lot. Exiting traffic onto Pine Street will continue to have stop-sign control. The existing and projected intersection level of service is good with a minimal traffic delays. No additional improvements are required. Center and South Access Drives The Center access drive is outbound only and the Southern Drive is full access serving the drop-off area and the south parking lot. As previously noted, these driveways will not be used for student loading activities and will be used for staff and off-peak visitors. No additional improvements are required. ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 12 Table 6 Afternoon Intersection Level of Service and Delay Intersection Movement Afternoon School Peak (3:00 PM) Afternoon Street Peak (5:00 PM) Saturday Peak (1:00 PM) Existing Total Existing Total Existing Total Central Avenue at Pine Street (All-way Stop) All Approaches A-8.4 A-8.2 A-9.0 A-8.6 A-7.7 A-7.9 North Access Drive on Pine Street (Two-way Stop) Westbound Left/Right A-9.0 A-9.8 B-10.1 A-9.9 A-8.8 B-10.1 Southbound Left A-7.5 A-7.5 A-7.7 A-7.6 A-7.4 A-7.5 Center Access Drive on Pine Street (Two-way Stop) Westbound Left/Right A-9.9 (1) B-11.4 (1) A-9.5 (1) South Access Drive on Pine Street (Two-way Stop) Westbound Left/Right B-10.8 (1) B-10.5 (1) (1)(1) Southbound Left A-7.7 (1) A-7.7 (1) A-7.6 (1) Hackberry Road at Pine Street (All-way Stop) All Approaches A-7.8 A-8.0 A-8.1 A-7.9 A-7.6 A-7.9 (1) No traffic during peak Student Loading Student loading for drop-offs and pick-ups will be on the north side of the building in the parking lot by an existing entry door. Parents will enter from Pine Street and pull up near the door to drop- off or pick–up their student(s) and then proceed to the east side to the parking lot to make a U-turn and exit back to Pine Street. The door is approximately 250 feet away from Pine Street to allow stacking of vehicles without impacting the public street. Some parents will park and walk their children to and from the school.Figure 7 illustrates the student loading circulation path. North Shore Greek Food Fest Hellenic American Academy hosts an annual festival on Labor Day weekend at their 1085 Lak- Cook Road campus in Deerfield. It features authentic Greek food, music, dancing, art, crafts gourmet market, children's games, and other activities. The hours of operations have been Saturday and Sunday from 2:00 PM to Midnight and Monday from 2:00 to 10:00 PM. Parking has been provided in neighboring parking lots along Lake-Cook Road. The school will continue to host the festival at their new campus and will modify their operations to accommodate their residential surroundings. Festival parking will have to be at satellite locations with shuttle buses between the parking and festival. Temporary on-street festival parking restrictions should be developed in the neighborhoods to minimize the impact in the area. ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 13 Parking Parking requirements for an elementary school in the Deerfield Zoning Code is the greater of either two parking spaces for every three employees or the one parking space for every three seats in an auditorium or places of assembly. The existing building has a 1,536 square foot auditorium that could hold up to 220 persons (based on the building code) which requires 73 parking spaces. The parking requirements for based on employees is less than 25 spaces. Parking counts at the existing school during the traffic counts indicated a peak demand of 22 parked vehicles which is primarily staff vehicles and a few visitors. The day to day parking demand at most schools is based on the staff and visitor parking because the students are dropped off or picked up by their parents. The Institute of Transportation Engineers’ Parking Generation Manual, 4th Edition, data for elementary schools shows a peak demand of 20 vehicles during the day. The existing site plan has a total of 83 striped parking spaces including two accessible spaces which exceeds the code required spaces. However, a parking lot with 83 parking spaces requires four accessible spaces per the ADA code and only two are provided on-site. EEA recommends that two additional accessible spaces be provided with the loss of two standard spaces. One new accessible stall could be added next to the two existing stalls so there are two accessible spaces north of the building and two spaces south of the building. The other alternative is to add the two new stalls north of the building. The revised parking count would be 81 spaces which still exceeds the zoning code requirements. Figure 7Student Loading RouteASSOCIATES, LTD.ENGINEERINGERIKSSONLoading Zone ERIKSSON ENGINEERING ASSOCIATES, ltd. Hellenic American Academy October 26, 2016 15 SUMMARY This report summarizes the results of traffic and parking study for relocation of the Hellenic American Academy to a new location in Deerfield, Illinois. The findings of the study are: •The volume of traffic generated by the development will have no adverse impact on peak- hour traffic conditions Pine Street. •Access to the site will be provided by three access drives: o A full access drive for student loading and parent parking. o A exit only drive serving off-peak visitor/employee traffic o A full access drive serving staff/visitor parking in the south lot. •The current site provides 83 on-site parking spaces including two accessible spaces. It is recommended that two more accessible spaces be provided to meet ADA requirements by combining two standard spaces into one accessible space. The revised parking count will be 81spaces with four accessible spaces. •The Zoning Code requirement of 73 spaces is exceeded with the proposed parking plan. www.eea-ltd.com Traffic and Parking Study Appendix •2016 Existing Traffic Counts •Existing Capacity Analyses •Total Capacity Analyses Pine Street at Central Avenue Deerfield, Illinois 15 60 Peak Begin Right Left Right Left Right Left Right Left Minute Minute Hour Time Turn Through Turn Turn Through Turn Turn Through Turn Turn Through Turn Totals Totals Factor North East South West Tuesday October 18, 2016 7:00 AM 0 5 1 0 9 4 7 9 0 1 15 1 52 351 0.81 0 0 0 0 7:15 AM 1 12 0 0 15 2 17 12 0 1 22 3 85 380 0.87 0 0 0 0 7:30 AM 3 8 3 1 21 7 12 14 6 6 20 4 105 371 0.85 4 1 3 4 7:45 AM 6 14 5 0 8 7 14 10 5 6 28 6 109 348 0.80 0 1 0 1 8:00 AM 5 11 0 0 13 10 6 7 2 6 19 2 81 308 0.94 0 0 0 0 8:15 AM 6 9 2 2 18 5 6 10 1 1 15 1 76 0 0 1 0 8:30 AM 2 13 2 1 7 7 9 6 2 1 30 2 82 0 0 0 0 8:45 AM 1 16 1 1 11 7 8 3 0 1 16 4 69 0 1 1 0 Total 24 88 14 5 102 49 79 71 16 23 165 23 4 3 5 5 7:15-8:15 AM 15 45 8 1 57 26 49 43 13 19 89 15 380 0 1 1 1 8:00-9:00 AM 14 49 5 4 49 29 29 26 5 9 80 9 308 Tuesday October 18, 2016 3:00 PM 4 10 3 1 13 9 2 12 4 1 16 3 78 378 0.81 0 1 1 0 3:15 PM 10 10 0 3 11 10 8 15 4 2 17 3 93 389 0.83 1 0 0 0 3:30 PM 4 22 1 0 24 12 11 15 3 2 16 7 117 395 0.84 0 2 2 0 3:45 PM 2 25 0 3 17 6 4 16 1 2 11 3 90 372 0.94 0 1 0 0 4:00 PM 1 18 0 2 15 7 7 19 4 5 8 3 89 371 0.94 0 0 1 1 4:15 PM 4 17 1 1 14 13 11 12 3 3 14 6 99 415 0.78 5 1 2 0 4:30 PM 6 9 1 3 13 5 21 13 4 0 18 1 94 450 0.84 1 2 0 0 4:45 PM 6 11 0 0 12 10 6 8 2 3 28 3 89 503 0.86 1 0 2 0 5:00 PM 6 16 3 3 17 11 14 28 3 5 23 4 133 517 0.88 1 1 4 0 5:15 PM 3 19 0 3 21 13 12 20 5 3 29 6 134 512 0.87 4 1 1 0 5:30 PM 3 13 1 1 21 8 19 36 5 4 30 6 147 487 0.83 1 0 2 1 5:45 PM 1 22 1 1 18 7 12 15 0 1 18 7 103 438 0.86 4 3 5 1 6:00 PM 8 13 1 4 25 22 11 30 3 1 6 4 128 411 0.80 0 0 2 0 6:15 PM 4 20 0 2 19 19 12 11 5 1 12 4 109 0 0 2 0 6:30 PM 3 8 2 1 18 13 14 23 3 1 8 4 98 0 2 0 0 6:45 PM 8 11 2 0 12 6 11 11 0 2 6 7 76 0 0 0 0 Total 73 244 16 28 270 171 175 284 49 36 260 71 18 14 24 3 3:00-4:00 PM 20 67 4 7 65 37 25 58 12 7 60 16 378 4 5 9 1 5:00-6:00 PM 13 70 5 8 77 39 57 99 13 13 100 23 517 Saturday October 15, 2016 Noon 4 8 0 1 15 7 6 6 1 0 9 1 58 260 0.86 0 0 1 0 12:15 PM 4 12 0 0 12 7 7 11 0 2 10 0 65 264 0.87 0 0 0 0 12:30 PM 1 12 2 1 6 6 7 7 3 1 10 5 61 279 0.87 1 0 0 1 12:45 PM 3 9 0 3 14 5 13 15 1 0 11 2 76 278 0.87 1 0 2 0 1:00 PM 6 8 1 3 18 6 3 8 0 1 7 1 62 274 0.86 0 0 0 0 1:15 PM 8 4 2 3 10 12 10 11 2 2 12 4 80 2 0 2 0 1:30 PM 0 11 1 2 12 7 7 10 1 1 7 1 60 2 0 0 0 1:45 PM 5 9 5 3 7 4 12 13 2 0 8 4 72 0 1 1 0 Total 31 73 11 16 94 54 65 81 10 7 74 18 6 1 6 1 1:00-2:00 PM 19 32 9 11 47 29 32 42 5 4 34 10 274 5 0 4 0 Pedestrian Counts Pine Stret Central Avenue Pine Street Central Avenue Southbound Westbound Northbound Eastbound Pine Street at North Access Drive Deerfield, Illinois 15 60 Peak Begin Left Right Left Right Minute Minute Hour Time Through Turn Turn Turn Turn Through Totals Totals Factor East Tuesday October 18, 2016 7:00 AM 7 1 0 0 0 14 22 170 0.67 0 7:15 AM 12 0 0 0 0 22 34 189 0.75 0 7:30 AM 29 0 0 1 0 33 63 191 0.76 1 7:45 AM 24 0 0 0 0 27 51 164 0.80 0 8:00 AM 28 0 0 0 0 13 41 151 0.92 1 8:15 AM 19 0 0 0 0 17 36 0 8:30 AM 18 0 0 0 1 17 36 0 8:45 AM 26 1 0 0 0 11 38 1 Total 163 2 0 1 1 154 3 7:15-8:15 AM 93 0 0 1 0 95 189 1 8:00-9:00 AM 91 1 0 0 1 58 151 Tuesday October 18, 2016 3:00 PM 13 3 3 0 0 17 36 212 0.87 0 3:15 PM 23 1 1 0 1 29 55 236 0.97 0 3:30 PM 24 8 0 0 0 29 61 249 0.92 2 3:45 PM 29 8 2 1 3 17 60 239 0.88 6 4:00 PM 25 2 7 6 0 20 60 220 0.81 2 4:15 PM 35 0 3 0 3 27 68 236 0.78 0 4:30 PM 16 0 1 1 1 32 51 249 0.77 0 4:45 PM 16 3 3 0 3 16 41 293 0.77 0 5:00 PM 28 5 8 3 3 29 76 308 0.81 0 5:15 PM 23 7 2 3 4 42 81 312 0.82 0 5:30 PM 23 1 14 8 0 49 95 303 0.80 0 5:45 PM 25 0 3 0 3 25 56 276 0.86 0 6:00 PM 33 2 3 2 0 40 80 255 0.80 0 6:15 PM 31 4 3 2 4 28 72 0 6:30 PM 20 0 3 2 0 43 68 0 6:45 PM 18 0 0 0 0 17 35 0 Total 382 44 56 28 25 460 10 3:00-4:00 PM 89 20 6 1 4 92 212 0 5:00-6:00 PM 99 13 27 14 10 145 308 Saturday October 15, 2016 Noon 14 0 0 0 0 12 26 151 0.79 0 12:15 PM 20 0 0 0 0 20 40 158 0.82 1 12:30 PM 17 0 0 0 0 20 37 162 0.84 2 12:45 PM 19 0 0 0 0 29 48 170 0.89 0 1:00 PM 15 0 0 1 1 16 33 169 0.90 1 1:15 PM 20 0 0 0 0 24 44 0 1:30 PM 24 0 0 0 0 21 45 0 1:45 PM 15 0 0 1 1 30 47 1 Total 144 0 0 2 2 172 5 1:00-2:00 PM 74 0 0 0 2 2 91 169 1 Pedestrian Counts Pine Stret North Access Pine Street Southbound Westbound Northbound Pine Street at Middle Access Drive Deerfield, Illinois 15 60 Peak Begin Left Right Left Right Minute Minute Hour Time Turn Turn Turn Turn Totals Totals Factor East Tuesday October 18, 2016 7:00 AM 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 1 Total 0 0 0 0 3 7:15-8:15 AM 0 0 0 0 0 0 0 1 8:00-9:00 AM 0 0 0 0 0 0 0 Tuesday October 18, 2016 3:00 PM 0 0 0 0 0 16 0.57 0 3:15 PM 0 2 0 0 2 23 0.82 0 3:30 PM 0 3 4 0 7 21 0.75 2 3:45 PM 0 3 4 0 7 15 0.54 6 4:00 PM 0 6 1 0 7 8 0.29 2 4:15 PM 0 0 0 0 0 3 0.38 0 4:30 PM 0 0 1 0 1 7 0.44 0 4:45 PM 0 0 0 0 0 6 0.38 0 5:00 PM 0 2 0 0 2 6 0.38 0 5:15 PM 0 3 1 0 4 15 0.34 0 5:30 PM 0 0 0 0 0 14 0.32 0 5:45 PM 0 0 0 0 0 16 0.36 0 6:00 PM 0 9 2 0 11 17 0.39 0 6:15 PM 0 2 1 0 3 0 6:30 PM 0 1 1 0 2 0 6:45 PM 0 0 1 0 1 0 Total 0 31 16 0 10 3:00-4:00 PM 0 0 8 8 0 0 16 0 5:00-6:00 PM 0 0 5 1 0 0 6 Saturday October 15, 2016 Noon 0 0 0 0 0 1 0.25 0 12:15 PM 0 0 0 0 0 2 0.50 1 12:30 PM 0 1 0 0 1 3 0.75 2 12:45 PM 0 0 0 0 0 2 0.50 0 1:00 PM 0 1 0 0 1 4 0.50 1 1:15 PM 0 1 0 0 1 0 1:30 PM 0 0 0 0 0 0 1:45 PM 0 1 1 0 2 1 Total 0 4 1 0 5 1:00-2:00 PM 0 0 3 0 1 0 0 4 1 Pine Stret Middle Access Pine Street Pedestrian Counts Southbound Westbound Northbound Pine Street at South Access Drive Deerfield, Illinois 15 60 Peak Begin Left Right Left Right Minute Minute Hour Time Turn Turn Turn Turn Totals Totals Factor East Tuesday October 18, 2016 7:00 AM 1 1 0 0 2 2 0.25 0 7:15 AM 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 1 0.25 1 7:45 AM 0 0 0 0 0 4 0.33 0 8:00 AM 0 0 0 0 0 7 0.58 1 8:15 AM 0 0 0 1 1 0 8:30 AM 1 1 0 1 3 0 8:45 AM 0 0 0 3 3 1 Total 2 2 0 5 3 7:15-8:15 AM 0 0 0 0 0 0 0 1 8:00-9:00 AM 0 1 1 0 5 0 7 Tuesday October 18, 2016 3:00 PM 0 0 0 0 0 33 0.46 0 3:15 PM 0 0 0 0 0 46 0.64 0 3:30 PM 6 2 4 3 15 46 0.64 2 3:45 PM 7 5 5 1 18 33 0.46 6 4:00 PM 4 6 1 2 13 20 0.38 2 4:15 PM 0 0 0 0 0 11 0.55 0 4:30 PM 1 0 1 0 2 20 0.56 0 4:45 PM 2 1 1 1 5 22 0.61 0 5:00 PM 0 2 2 0 4 35 0.49 0 5:15 PM 1 2 1 5 9 52 0.62 0 5:30 PM 0 1 1 2 4 48 0.57 0 5:45 PM 9 1 1 7 18 48 0.57 0 6:00 PM 2 16 2 1 21 31 0.37 0 6:15 PM 1 3 0 1 5 0 6:30 PM 1 1 1 1 4 0 6:45 PM 0 0 1 0 1 0 Total 34 40 21 24 10 3:00-4:00 PM 0 13 7 9 4 0 33 0 5:00-6:00 PM 0 10 6 5 14 0 35 Saturday October 15, 2016 Noon 1 0 0 0 1 1 0.25 0 12:15 PM 0 0 0 0 0 2 0.25 1 12:30 PM 0 0 0 0 0 2 0.25 2 12:45 PM 0 0 0 0 0 2 0.25 0 1:00 PM 1 0 0 1 2 4 0.50 1 1:15 PM 0 0 0 0 0 0 1:30 PM 0 0 0 0 0 0 1:45 PM 1 0 0 1 2 1 Total 3 0 0 2 5 1:00-2:00 PM 0 2 0 0 0 2 0 4 1 Pine Stret South Access Pine Street Pedestrian Counts Southbound Westbound Northbound Pine Street at Hackberry Road Deerfield, Illinois 15 60 Peak Begin Right Left Right Left Right Left Right Left Minute Minute Hour Time Turn Through Turn Turn Through Turn Turn Through Turn Turn Through Turn Totals Totals Factor North East South West Tuesday October 18, 2016 7:00 AM 1 6 0 0 1 0 0 9 1 4 0 6 28 199 0.68 1 0 0 0 7:15 AM 0 11 0 0 0 0 0 6 2 9 0 9 37 219 0.75 1 1 1 0 7:30 AM 0 26 0 0 0 0 0 26 5 5 1 10 73 231 0.79 5 0 0 1 7:45 AM 5 24 0 0 0 0 0 20 1 4 0 7 61 218 0.89 0 1 2 0 8:00 AM 3 25 0 0 0 0 0 9 2 5 0 4 48 197 0.82 1 1 3 0 8:15 AM 1 17 0 0 0 1 0 9 6 7 0 8 49 3 0 2 0 8:30 AM 6 15 0 0 0 1 0 10 4 14 1 9 60 0 0 1 0 8:45 AM 3 21 0 0 0 0 0 11 1 1 0 3 40 2 0 1 1 Total 19 145 0 0 1 2 0 100 22 49 2 56 13 3 10 2 7:15-8:15 AM 8 86 0 0 0 0 0 61 10 23 1 30 219 4 2 8 0 8:00-9:00 AM 13 78 0 0 0 2 0 39 13 27 1 24 197 Tuesday October 18, 2016 3:00 PM 6 11 0 0 0 0 0 9 13 2 0 4 45 235 0.78 1 0 2 0 3:15 PM 8 13 0 0 0 0 0 25 7 6 1 5 65 248 0.83 0 0 2 0 3:30 PM 8 17 0 0 0 0 0 22 2 16 0 10 75 257 0.86 0 0 0 0 3:45 PM 3 23 0 0 0 0 0 10 4 4 0 6 50 243 0.82 5 6 3 0 4:00 PM 8 24 0 0 0 0 0 15 3 4 0 4 58 242 0.82 1 1 5 1 4:15 PM 10 28 0 0 0 0 0 25 4 2 0 5 74 259 0.86 1 1 2 0 4:30 PM 7 10 0 0 0 0 0 30 9 4 0 1 61 275 0.76 6 9 0 0 4:45 PM 3 13 0 0 0 0 0 15 8 4 0 6 49 305 0.84 1 0 1 0 5:00 PM 9 24 0 0 0 0 0 22 10 4 0 6 75 328 0.90 0 0 3 1 5:15 PM 9 22 0 0 0 0 0 42 10 2 0 5 90 340 0.93 3 1 6 1 5:30 PM 7 21 1 0 0 0 0 44 10 3 0 5 91 325 0.89 1 0 7 0 5:45 PM 7 14 0 0 0 0 0 25 9 5 0 12 72 301 0.86 0 3 5 1 6:00 PM 8 36 0 1 0 0 1 25 7 3 0 6 87 269 0.77 3 0 3 0 6:15 PM 7 29 0 0 0 0 0 24 8 2 0 5 75 1 3 2 0 6:30 PM 2 14 0 0 0 0 0 36 5 4 0 6 67 0 0 0 0 6:45 PM 8 10 0 0 0 0 0 14 1 3 0 4 40 0 1 0 0 Total 110 309 1 1 0 0 1 383 110 68 1 90 23 25 41 4 3:00-4:00 PM 25 64 0 0 0 0 0 66 26 28 1 25 235 4 6 10 1 5:00-6:00 PM 32 81 1 0 0 0 0 133 39 14 0 28 328 Saturday October 15, 2016 Noon 2 12 0 0 0 0 0 11 4 3 0 1 33 186 0.80 0 0 0 0 12:15 PM 4 17 0 0 0 0 0 14 6 5 0 6 52 190 0.82 0 0 0 0 12:30 PM 4 14 0 0 0 0 0 15 1 5 0 4 43 188 0.81 0 1 1 1 12:45 PM 3 15 0 0 0 0 0 25 9 1 0 5 58 198 0.85 0 0 0 0 1:00 PM 4 12 0 0 0 0 0 13 3 2 0 3 37 196 0.88 0 0 0 0 1:15 PM 4 15 0 0 1 0 1 19 3 3 1 3 50 0 0 0 1 1:30 PM 4 20 0 0 0 0 0 16 5 2 0 6 53 0 0 0 0 1:45 PM 1 16 0 0 0 0 0 25 4 3 0 7 56 0 0 0 0 Total 26 121 0 0 1 0 1 138 35 24 1 35 0 1 1 2 1:00-2:00 PM 13 63 0 0 1 0 1 73 15 10 1 19 196 0 0 0 1 Pedestrian Counts Pine Stret Hackberry Road Pine Street Hackberry Road Southbound Westbound Northbound Eastbound Hellenic School at 1085 Lake-Cook Road 15 60 Peak Begin Minute Minute Hour Time IN OUT Totals Totals Factor Wendesday October 19, 2016 7:00 AM 4 1 5 35 0.51 7:15 AM 5 1 6 78 0.41 7:30 AM 4 3 7 106 0.55 7:45 AM 13 4 17 113 0.59 8:00 AM 26 22 48 115 0.60 8:15 AM 15 19 34 8:30 AM 9 5 14 8:45 AM 7 12 19 Total 83 67 7:15-8:15 AM 0 48 30 78 8:00-9:00 AM 0 57 58 115 Wendesday October 19, 2016 3:00 PM 12 5 17 90 0.56 3:15 PM 23 17 40 81 0.51 3:30 PM 5 24 29 53 0.46 3:45 PM 1 3 4 35 0.73 4:00 PM 6 2 8 35 0.73 4:15 PM 3 9 12 28 0.58 4:30 PM 1 10 11 18 0.41 4:45 PM 1 3 4 9 0.56 5:00 PM 1 0 1 7 0.88 5:15 PM 1 1 2 6 0.75 5:30 PM 1 1 2 4 0.50 5:45 PM 0 2 2 2 0.25 6:00 PM 0 0 0 0 6:15 PM 0 0 0 6:30 PM 0 0 0 6:45 PM 0 0 0 Total 55 77 3:00-4:00 PM 0 41 49 90 5:00-6:00 PM 0 3 4 7 Saturday October 15, 2016 Noon 0 1 1 7 0.58 12:15 PM 0 2 2 34 0.30 12:30 PM 1 0 1 69 0.47 12:45 PM 3 0 3 151 0.45 1:00 PM 25 3 28 153 0.46 1:15 PM 28 9 37 1:30 PM 13 70 83 1:45 PM 0 5 5 Total 70 90 1:00-2:00 PM 0 66 87 153 School Existing Starland Traffic at 445 Pine 15 60 Peak Begin Minute Minute Hour Time North Center South North Center South Totals Totals Factor Tuesday October 18, 2016 7:00 AM 1 0 1 0 0 1 3 4 0.33 7:15 AM 0 0 0 0 0 0 0 1 0.25 7:30 AM 0 0 0 1 0 0 1 2 0.50 7:45 AM 0 0 0 0 0 0 0 5 0.31 8:00 AM 0 0 0 0 0 0 0 9 0.56 8:15 AM 0 0 1 0 0 0 1 8:30 AM 1 0 2 0 0 1 4 8:45 AM 1 0 3 0 0 0 4 Total 3 0 7 1 0 2 7:15-8:15 AM 0 0 0 1 0 0 1 8:00-9:00 AM 2 0 6 0 0 1 9 Tuesday October 18, 2016 3:00 PM 3 0 0 3 0 0 6 80 0.51 3:15 PM 2 0 0 1 2 0 5 109 0.70 3:30 PM 8 0 9 0 7 6 30 110 0.71 3:45 PM 11 0 8 3 7 10 39 86 0.55 4:00 PM 2 0 6 13 7 7 35 61 0.44 4:15 PM 3 0 0 3 0 0 6 51 0.51 4:30 PM 1 0 1 2 1 1 6 74 0.64 4:45 PM 6 0 3 3 0 2 14 95 0.82 5:00 PM 8 0 0 11 2 4 25 105 0.91 5:15 PM 11 0 6 5 4 3 29 119 0.76 5:30 PM 1 0 2 22 0 2 27 111 0.71 5:45 PM 3 0 16 3 0 2 24 95 0.61 6:00 PM 2 0 3 5 11 18 39 73 0.47 6:15 PM 8 0 2 5 3 3 21 6:30 PM 0 0 2 5 2 2 11 6:45 PM 0 0 0 0 1 1 2 Total 69 0 58 84 47 61 3:00-4:00 PM 24 0 17 7 16 16 80 5:00-6:00 PM 23 0 24 41 6 11 105 Saturday October 15, 2016 Noon 0 0 1 0 0 0 1 2 0.50 12:15 PM 0 0 0 0 0 0 0 6 0.30 12:30 PM 0 0 0 0 1 0 1 7 0.35 12:45 PM 0 0 0 0 0 0 0 6 0.30 1:00 PM 1 0 2 1 1 0 5 12 0.50 1:15 PM 0 0 0 0 1 0 1 1:30 PM 0 0 0 0 0 0 0 1:45 PM 1 0 2 1 2 0 6 Total 2 0 5 2 5 0 1:00-2:00 PM 2 0 4 2 4 0 12 Existing Starland Counts INBOUND OUTBOUND ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)15 89 19 26 57 1 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 43 49 8 50 15 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.87 0.87 0.87 0.87 Flow Rate (veh/h)140 95 119 83 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.2 0.0 0.5 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 -0.2 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.12 0.08 0.11 0.07 hd, final value (s)4.42 4.64 4.35 4.55 x, final value 0.172 0.122 0.144 0.105 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.6 2.3 2.5 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)824 792 850 830 Delay (s/veh)8.3 8.3 8.1 8.1 LOS A A A A Approach: Delay (s/veh)8.3 8.3 8.1 8.1 LOS A A A A Intersection Delay (s/veh)8.2 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:27 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k1EAB.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)9 80 9 29 49 4 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 36 29 5 49 14 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.94 0.94 0.94 0.94 Flow Rate (veh/h)103 86 73 71 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.0 0.4 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.2 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.08 0.06 0.06 hd, final value (s)4.29 4.43 4.23 4.36 x, final value 0.123 0.106 0.086 0.086 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.4 2.2 2.4 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)858 782 811 789 Delay (s/veh)7.9 8.0 7.6 7.8 LOS A A A A Approach: Delay (s/veh)7.9 8.0 7.6 7.8 LOS A A A A Intersection Delay (s/veh)7.8 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:29 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k9782.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)16 60 7 37 65 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)12 58 25 4 67 20 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.81 0.81 0.81 0.81 Flow Rate (veh/h)101 134 115 110 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.1 0.0 Prop. Right-Turns 0.1 0.1 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.12 0.10 0.10 hd, final value (s)4.59 4.64 4.52 4.54 x, final value 0.129 0.173 0.144 0.139 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.6 2.6 2.5 2.5 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)777 788 821 786 Delay (s/veh)8.3 8.6 8.3 8.3 LOS A A A A Approach: Delay (s/veh)8.3 8.6 8.3 8.3 LOS A A A A Intersection Delay (s/veh)8.4 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:30 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k23F8.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)23 100 13 39 77 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 99 57 5 70 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)153 140 190 98 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.1 0.3 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.14 0.12 0.17 0.09 hd, final value (s)4.78 4.89 4.64 4.87 x, final value 0.203 0.190 0.245 0.132 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.8 2.9 2.6 2.9 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)765 737 792 754 Delay (s/veh)9.0 9.0 9.1 8.6 LOS A A A A Approach: Delay (s/veh)9.0 9.0 9.1 8.6 LOS A A A A Intersection Delay (s/veh)9.0 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:31 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kD849.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 1:00-2:00 PM Saturday Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)10 34 4 29 47 11 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 42 32 9 32 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)53 97 88 67 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.1 0.4 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.0 -0.2 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.05 0.09 0.08 0.06 hd, final value (s)4.35 4.34 4.13 4.23 x, final value 0.064 0.117 0.101 0.079 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.3 2.1 2.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)883 808 880 838 Delay (s/veh)7.6 7.9 7.6 7.6 LOS A A A A Approach: Delay (s/veh)7.6 7.9 7.6 7.6 LOS A A A A Intersection Delay (s/veh)7.7 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:33 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k9292.tmp HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)1 0 91 0 0 95 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)1 127 Capacity 738 1459 v/c Ratio 0.00 0.09 95% Queue Length 0.0 Control Delay (s/veh)9.9 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.9 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:36:08 PM 21 North 715 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 0 58 1 1 86 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)94 Capacity 1530 v/c Ratio 0.06 95% Queue Length 0.0 Control Delay (s/veh)7.4 Level of Service (LOS)A Approach Delay (s/veh)0.1 Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:38:24 PM 22 North 800 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)1 6 98 4 20 91 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)8 128 Capacity 897 1462 v/c Ratio 0.01 0.09 95% Queue Length 0.0 0.0 Control Delay (s/veh)9.0 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.0 1.5 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:39:01 PM 23 North 300 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.81 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)14 27 148 10 13 109 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)50 151 Capacity 761 1370 v/c Ratio 0.07 0.11 95% Queue Length 0.2 0.0 Control Delay (s/veh)10.1 7.7 Level of Service (LOS)B A Approach Delay (s/veh)10.1 0.9 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:40:00 PM 24 North 500 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 2 91 2 0 65 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)2 72 Capacity 950 1481 v/c Ratio 0.00 0.05 95% Queue Length 0.0 Control Delay (s/veh)8.8 7.4 Level of Service (LOS)A A Approach Delay (s/veh)8.8 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:40:30 PM 25 North Sat Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)0 0 91 96 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h) Capacity v/c Ratio 95% Queue Length Control Delay (s/veh) Level of Service (LOS) Approach Delay (s/veh) Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:43:42 PM 31 Middle 715 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)0 0 59 88 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h) Capacity v/c Ratio 95% Queue Length Control Delay (s/veh) Level of Service (LOS) Approach Delay (s/veh) Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:43:18 PM 32 Middle 800AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.57 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)8 8 94 92 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)28 Capacity 757 v/c Ratio 0.04 95% Queue Length 0.1 Control Delay (s/veh)9.9 Level of Service (LOS)A Approach Delay (s/veh)9.9 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:44:38 PM 33 Middle 300 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.38 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)1 5 153 123 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)16 Capacity 574 v/c Ratio 0.03 95% Queue Length 0.1 Control Delay (s/veh)11.4 Level of Service (LOS)B Approach Delay (s/veh)11.4 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:45:29 PM 34 Middle 500 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection Middle Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street Middle Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.50 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume (veh/h)1 3 90 67 Percent Heavy Vehicles 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)8 Capacity 805 v/c Ratio 0.01 95% Queue Length 0.0 Control Delay (s/veh)9.5 Level of Service (LOS)A Approach Delay (s/veh)9.5 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:46:14 PM 35 Middle Sat Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 0 91 0 0 96 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)128 Capacity 1459 v/c Ratio 0.09 95% Queue Length Control Delay (s/veh)7.5 Level of Service (LOS)A Approach Delay (s/veh) Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:49:49 PM 41 South 715 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.58 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 1 58 5 1 87 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)2 152 Capacity 947 1473 v/c Ratio 0.00 0.10 95% Queue Length 0.0 0.0 Control Delay (s/veh)8.8 7.4 Level of Service (LOS)A A Approach Delay (s/veh)8.8 0.1 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:51:03 PM 42 South 800 AM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.46 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)9 7 87 4 13 87 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)35 217 Capacity 656 1367 v/c Ratio 0.05 0.16 95% Queue Length 0.2 0.1 Control Delay (s/veh)10.8 7.7 Level of Service (LOS)B A Approach Delay (s/veh)10.8 1.1 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:52:52 PM 43 South 300 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.49 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)5 6 87 14 10 114 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)22 253 Capacity 676 1357 v/c Ratio 0.03 0.19 95% Queue Length 0.1 0.0 Control Delay (s/veh)10.5 7.7 Level of Service (LOS)B A Approach Delay (s/veh)10.5 0.7 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:53:39 PM 44 South 500 PM Exst.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection South Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street South Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.50 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)0 0 90 2 2 66 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)136 Capacity 1383 v/c Ratio 0.10 95% Queue Length 0.0 Control Delay (s/veh)7.6 Level of Service (LOS)A Approach Delay (s/veh)0.2 Approach LOS Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 5:54:24 PM 45 South Sat Exst.xtw ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)30 1 23 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)10 61 0 0 86 8 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.73 0.73 0.73 0.73 Flow Rate (veh/h)73 0 96 127 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.1 0.0 Prop. Right-Turns 0.4 0.0 0.0 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 0.1 0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.09 0.11 hd, final value (s)4.25 4.53 4.27 4.17 x, final value 0.086 0.000 0.114 0.147 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.5 2.3 2.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)811 873 847 Delay (s/veh)7.7 7.5 7.8 7.9 LOS A A A A Approach: Delay (s/veh)7.7 7.5 7.8 7.9 LOS A A A A Intersection Delay (s/veh)7.8 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:56 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kE4E7.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)24 1 27 2 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 39 0 0 78 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.82 0.82 0.82 0.82 Flow Rate (veh/h)62 2 62 110 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 1.0 0.2 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.3 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.06 0.10 hd, final value (s)4.06 4.59 4.25 4.07 x, final value 0.070 0.003 0.073 0.124 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.1 2.6 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)886 0 886 917 Delay (s/veh)7.4 7.6 7.6 7.6 LOS A A A A Approach: Delay (s/veh)7.4 7.6 7.6 7.6 LOS A A A A Intersection Delay (s/veh)7.6 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:56 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k98CA.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)25 1 28 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)26 66 0 1 64 25 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.78 0.78 0.78 0.78 Flow Rate (veh/h)68 0 117 115 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 0.0 0.3 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.10 0.10 hd, final value (s)4.24 4.54 4.27 4.06 x, final value 0.080 0.000 0.139 0.130 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.2 2.5 2.3 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)850 836 885 Delay (s/veh)7.6 7.5 8.0 7.7 LOS A A A A Approach: Delay (s/veh)7.6 7.5 8.0 7.7 LOS A A A A Intersection Delay (s/veh)7.8 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:57 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k2B58.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)28 0 14 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)37 133 0 1 81 32 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate (veh/h)46 0 188 126 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.0 0.2 0.0 Prop. Right-Turns 0.3 0.0 0.0 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.04 0.00 0.17 0.11 hd, final value (s)4.57 4.69 4.23 4.09 x, final value 0.058 0.000 0.221 0.143 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.6 2.7 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)767 855 900 Delay (s/veh)7.9 7.7 8.4 7.8 LOS A A A A Approach: Delay (s/veh)7.9 7.7 8.4 7.8 LOS A A A A Intersection Delay (s/veh)8.1 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 5:58 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kDB17.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 100-2:00 PM Saturday Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Existing Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)19 1 10 0 1 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)15 73 1 0 63 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)33 1 100 85 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.2 0.0 Prop. Right-Turns 0.3 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.03 0.00 0.09 0.08 hd, final value (s)4.28 4.39 4.14 4.03 x, final value 0.039 0.001 0.115 0.095 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.4 2.1 2.0 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)825 0 909 850 Delay (s/veh)7.5 7.4 7.7 7.4 LOS A A A A Approach: Delay (s/veh)7.5 7.4 7.7 7.4 LOS A A A A Intersection Delay (s/veh)7.6 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:02 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kBFBB.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)15 89 19 26 57 1 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)12 46 42 8 63 15 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.87 0.87 0.87 0.87 Flow Rate (veh/h)140 95 113 98 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.2 0.0 0.4 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 -0.2 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.12 0.08 0.10 0.09 hd, final value (s)4.45 4.67 4.40 4.56 x, final value 0.173 0.123 0.138 0.124 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.7 2.4 2.6 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)824 792 807 817 Delay (s/veh)8.4 8.3 8.1 8.2 LOS A A A A Approach: Delay (s/veh)8.4 8.3 8.1 8.2 LOS A A A A Intersection Delay (s/veh)8.3 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:07 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k8692.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)9 80 9 29 49 4 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 46 23 5 64 14 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.94 0.94 0.94 0.94 Flow Rate (veh/h)103 86 77 87 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.0 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.08 0.07 0.08 hd, final value (s)4.34 4.49 4.32 4.39 x, final value 0.124 0.107 0.092 0.106 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.5 2.3 2.4 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)858 782 856 791 Delay (s/veh)8.0 8.0 7.8 7.9 LOS A A A A Approach: Delay (s/veh)8.0 8.0 7.8 7.9 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:08 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kB4C3.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)16 60 5 24 65 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)12 65 21 4 55 20 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.81 0.81 0.81 0.81 Flow Rate (veh/h)99 118 119 95 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.2 0.1 0.0 Prop. Right-Turns 0.1 0.1 0.2 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.1 -0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.09 0.10 0.11 0.08 hd, final value (s)4.55 4.58 4.48 4.47 x, final value 0.125 0.150 0.148 0.118 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.5 2.6 2.5 2.5 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)762 787 793 792 Delay (s/veh)8.2 8.4 8.3 8.1 LOS A A A A Approach: Delay (s/veh)8.2 8.4 8.3 8.1 LOS A A A A Intersection Delay (s/veh)8.2 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:09 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kA799.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)23 100 10 28 77 8 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)11 81 46 5 52 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)150 127 156 78 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.2 0.1 0.1 Prop. Right-Turns 0.1 0.1 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.13 0.11 0.14 0.07 hd, final value (s)4.62 4.71 4.54 4.73 x, final value 0.192 0.166 0.197 0.102 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.6 2.7 2.5 2.7 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)789 747 780 780 Delay (s/veh)8.7 8.6 8.7 8.3 LOS A A A A Approach: Delay (s/veh)8.7 8.6 8.7 8.3 LOS A A A A Intersection Delay (s/veh)8.6 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:10 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k5D12.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 1:00-2:00 PM Saturday Intersection Central/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Central Avenue North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)10 34 4 29 47 11 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)5 66 31 9 50 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)53 97 115 87 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.2 0.3 0.0 0.1 Prop. Right-Turns 0.1 0.1 0.3 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.0 -0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.05 0.09 0.10 0.08 hd, final value (s)4.46 4.46 4.23 4.31 x, final value 0.066 0.120 0.135 0.104 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.5 2.5 2.2 2.3 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)757 808 821 870 Delay (s/veh)7.8 8.1 7.9 7.8 LOS A A A A Approach: Delay (s/veh)7.8 8.1 7.9 7.8 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:11 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k42BF.tmp HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 7:15-8:15 AM Peak Hour Factor 0.75 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)21 9 91 33 15 93 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)40 144 Capacity 728 1406 v/c Ratio 0.05 0.10 95% Queue Length 0.2 0.0 Control Delay (s/veh)10.2 7.6 Level of Service (LOS)B A Approach Delay (s/veh)10.2 1.2 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:18:47 PM 21 North 715 AM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 8:00-9:00 AM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)41 17 57 40 17 85 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)63 110 Capacity 814 1478 v/c Ratio 0.08 0.07 95% Queue Length 0.3 0.0 Control Delay (s/veh)9.8 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.8 1.3 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:19:28 PM 22 North 800 AM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 3:00-4:00 PM Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)34 15 83 29 12 72 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)56 97 Capacity 803 1450 v/c Ratio 0.07 0.07 95% Queue Length 0.2 0.0 Control Delay (s/veh)9.8 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.8 1.1 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:20:13 PM 23 North 300 PM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 5:00-6:00 PM Peak Hour Factor 0.81 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)3 1 137 2 1 89 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)5 111 Capacity 733 1398 v/c Ratio 0.01 0.08 95% Queue Length 0.0 0.0 Control Delay (s/veh)9.9 7.6 Level of Service (LOS)A A Approach Delay (s/veh)9.9 0.1 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/24/2016 6:20:49 PM 24 North 500 PM prop.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst SBC Intersection North Access on Pine St Agency/Co.EEA Jurisdiction V. of Deerfield Date Performed 10/24/2016 East/West Street North Access Analysis Year 2016 North/South Street Pine Street Time Analyzed 1:00-2:00 PM Saturday Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Proposed Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)61 21 76 46 20 63 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)91 92 Capacity 790 1442 v/c Ratio 0.12 0.06 95% Queue Length 0.4 0.0 Control Delay (s/veh)10.1 7.5 Level of Service (LOS)B A Approach Delay (s/veh)10.1 1.9 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™TWSC Version 6.80 Generated: 10/26/2016 11:51:35 AM 25 North Sat prop.xtw ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 7:15-8:15 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)35 1 23 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)10 89 0 0 103 11 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.73 0.73 0.73 0.73 Flow Rate (veh/h)79 0 134 156 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.1 0.0 Prop. Right-Turns 0.4 0.0 0.0 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.1 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.07 0.00 0.12 0.14 hd, final value (s)4.43 4.70 4.32 4.22 x, final value 0.097 0.000 0.161 0.183 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.7 2.3 2.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)790 838 867 Delay (s/veh)7.9 7.7 8.1 8.2 LOS A A A A Approach: Delay (s/veh)7.9 7.7 8.1 8.2 LOS A A A A Intersection Delay (s/veh)8.1 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:28 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k5B5E.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 8:00-9:00 AM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)28 1 27 2 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)13 69 0 0 107 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.82 0.82 0.82 0.82 Flow Rate (veh/h)67 2 99 153 % Heavy Vehicles 0 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 1.0 0.2 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.3 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.09 0.14 hd, final value (s)4.27 4.78 4.29 4.12 x, final value 0.079 0.003 0.118 0.175 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.3 2.8 2.3 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)838 0 825 850 Delay (s/veh)7.6 7.8 7.9 8.0 LOS A A A A Approach: Delay (s/veh)7.6 7.8 7.9 8.0 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:28 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kA327.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 3:00-4:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)27 1 28 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)26 85 0 1 80 25 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.78 0.78 0.78 0.78 Flow Rate (veh/h)70 0 141 135 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 0.0 0.2 0.0 Prop. Right-Turns 0.5 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.2 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.06 0.00 0.13 0.12 hd, final value (s)4.36 4.64 4.30 4.12 x, final value 0.085 0.000 0.168 0.154 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.6 2.3 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)875 829 900 Delay (s/veh)7.8 7.6 8.2 7.9 LOS A A A A Approach: Delay (s/veh)7.8 7.6 8.2 7.9 LOS A A A A Intersection Delay (s/veh)8.0 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:29 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k4AEA.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 5:00-6:00 PM Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)24 0 14 0 0 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)37 115 0 1 67 25 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate (veh/h)41 0 168 102 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.0 0.2 0.0 Prop. Right-Turns 0.4 0.0 0.0 0.3 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 0.1 -0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.04 0.00 0.15 0.09 hd, final value (s)4.44 4.59 4.20 4.06 x, final value 0.051 0.000 0.196 0.115 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.4 2.6 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)820 840 927 Delay (s/veh)7.7 7.6 8.2 7.6 LOS A A A A Approach: Delay (s/veh)7.7 7.6 8.2 7.6 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/24/2016 6:30 PM Page 1 of 1All-Way Stop Control 10/24/2016file:///C:/Users/abruder/AppData/Local/Temp/u2kABF.tmp ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst SBC Agency/Co.EEA Date Performed 10/24/2016 Analysis Time Period 100-2:00 PM Saturday Intersection Hackberry/Pine Jurisdiction V. of Deerfield Analysis Year 2016 Proposed Project ID East/West Street:Hackberry Road North/South Street:Pine Street Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h)23 1 10 0 1 0 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h)15 99 1 0 105 19 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.88 0.88 0.88 0.88 Flow Rate (veh/h)38 1 130 140 % Heavy Vehicles 3 3 3 3 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.0 0.1 0.0 Prop. Right-Turns 0.3 0.0 0.0 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.1 0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 x, initial 0.03 0.00 0.12 0.12 hd, final value (s)4.50 4.58 4.20 4.08 x, final value 0.048 0.001 0.152 0.159 Move-up time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.5 2.6 2.2 2.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)760 0 867 875 Delay (s/veh)7.7 7.6 8.0 7.9 LOS A A A A Approach: Delay (s/veh)7.7 7.6 8.0 7.9 LOS A A A A Intersection Delay (s/veh)7.9 Intersection LOS A Copyright ©2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 10/26/2016 11:50 AM Page 1 of 1All-Way Stop Control 10/26/2016file:///C:/Users/abruder/AppData/Local/Temp/u2k566D.tmp