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O-14-22VILLAGE OF DEERFIELD STATE OF ILLINOIS ) COUNTIES OF LAKE AND COOK ) SS VILLAGE OF DEERFIELD ) IIIIIII IIIIII III IIIII IIIII I III IIIII IIIII IIIII IIIII IIII IIII IIIII IIIII III III Image# 061866850053 Type: ORD Recorded: 02/11/2022 at 10:45:32 AM Receipt#: 2022-00013764 Page 1 of 53 Fees: $50.00 Lake County IL Recorder Mary Ellen vanderventer Recorder File7872939 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 0-14-22 Dated this November 10, 2021 6 � 04-"��14— "� Authorizing a Text Amendment and a Special Use for the Establishment of a Meeting and Event Center at 550 Lake Cook Road (Berto Center) ff -1 ;LZW DANIEL VAN DUSEN 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 (e SIGN 1 Site Plan Client Name: VenueOne Location: Start Date: 07-31-14 Last Revision: Job#: 0065 Drawing#: Page: 1 Sales Rep: kw Designer: kw •Client Approval •Landlord Approval LISTED MEMBER SIGN 2 SIGN 3 © COPYRIGHT 2013, BY MONSIBCI INC. • ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF MONSIBIC INC, AND MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN PERMISSION FROM MONSIBIC INC. 550 Lake Cook Rd Deerfield, IL 60015 N 140’220’ Client Name: VenueOne Location: Start Date: 07-31-14 Last Revision: Job#: 0065 Drawing#: Page: 2 Sales Rep: kw Designer: kw •Client Approval •Landlord Approval LISTED MEMBER © COPYRIGHT 2013, BY MONSIBCI INC. • ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF MONSIBIC INC, AND MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN PERMISSION FROM MONSIBIC INC. 550 Lake Cook Rd Deerfield, IL 60015 SIGN 1. D/F Exiting monument sign - Metal letter Change Individually Stud Mounted • Front View SCALE: 0/0" = 1' 0" • For Production / For Presentation EXITING SIGN 76” 62.6” 18”60” VenueOne 550 Lake Cook Rd Deerfield, IL 60015 Client Name: Location: Start Date: 07-31-14 Last Revision: Job#: 0065 Drawing#: Page: 3 Sales Rep: kw Designer: kw •Client Approval •Landlord Approval LISTED MEMBER © COPYRIGHT 2013, BY MONSIBCI INC. • ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF MONSIBIC INC, AND MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN PERMISSION FROM MONSIBIC INC. Flat Cut Metal Letter Individually Stud Mounted • QUANTITY: ONE (1) Overall Height: 1’-6” Overall Length: 5‘-2” Total Sq.Ft.: 7.75 ft2 Face: Black, Gray SPECIFICATIONS Flush Mounting Stud Mount Metal Letters 62” 28.3” 18” 7.3” 3” 1.8” Studs are set in adhesive cement. Exiting Concrete Wall 1/4” Flat cut metal letter Client Name: VenueOne Location: Start Date: 07-31-14 Last Revision: Job#: 0065 Drawing#: Page: 4 Sales Rep: kw Designer: kw •Client Approval •Landlord Approval LISTED MEMBER © COPYRIGHT 2013, BY MONSIBCI INC. • ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF MONSIBIC INC, AND MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN PERMISSION FROM MONSIBIC INC. 550 Lake Cook Rd Deerfield, IL 60015 SIGN 2. D/F monument sign w/ metal letters Individually Stud Mounted • Front View EXITING FACADE 76”8” 62.6” 20.6”60” VenueOne 550 Lake Cook Rd Deerfield, IL 60015 Client Name: Location: Start Date: 07-31-14 Last Revision: Job#: 0065 Drawing#: Page: 5 Sales Rep: kw Designer: kw •Client Approval •Landlord Approval LISTED MEMBER © COPYRIGHT 2013, BY MONSIBCI INC. • ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF MONSIBIC INC, AND MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN PERMISSION FROM MONSIBIC INC. Individually Stud Mounted • QUANTITY: ONE (1) Overall Height: 5’-0” Overall Length: 6‘-4” Total Sq.Ft.: 31.67 ft2 SPECIFICATIONS D/F monument sign w/ metal letters FRONT VIew Side VIew GROUND Flood lighting for illumination 62” 76” 18”60” 7.3” 3” 1.77” Studs are set in adhesive cement. Exiting Cement Wall 1/4” Flat cut metal letter 24” REBARS 2 x 2 x 1 / 8 Steel Pole Client Name: VenueOne Location: Start Date: 07-31-14 Last Revision: Job#: 0065 Drawing#: Page: 6 Sales Rep: kw Designer: kw •Client Approval •Landlord Approval LISTED MEMBER © COPYRIGHT 2013, BY MONSIBCI INC. • ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF MONSIBIC INC, AND MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN PERMISSION FROM MONSIBIC INC. 550 Lake Cook Rd Deerfield, IL 60015 SIGN 3. Non-Illuminated Wall Metal Letter Sign (South Building Elevation) Individually Stud Mounted • Front View EXITING FACADE EXITING FACADE VenueOne 550 Lake Cook Rd Deerfield, IL 60015 Client Name: Location: Start Date: 07-3-1-14 Last Revision: Job#: 0065 Drawing#: Page: 7 Sales Rep: kw Designer: kw •Client Approval •Landlord Approval LISTED MEMBER © COPYRIGHT 2013, BY MONSIBCI INC. • ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF MONSIBIC INC, AND MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN PERMISSION FROM MONSIBIC INC. Non-Illuminated Wall Metal Letter Sign Individually Stud Mounted • 182” 80” 52” 21” 8.2” 5” QUANTITY: ONE (1) Overall Height: 4’-4” Overall Length: 15‘-2” Total Sq.Ft.: 65.72 ft2 Face: Black, Gray SPECIFICATIONS Flush Mounting Stud Mount Metal Letters Studs are set in adhesive cement. Exiting Concrete Wall 1/4” Flat cut metal letter Venue One Location ID Signs Deerfield, IL 08.05.14 rm T R A C K E R N U M B E R 7009176 10' 10"Bottom of Existing metalCanopy 6' 0"7' 10"Clearance7' 6"Estimated DoorFraming Height Approx. 28' 7" Overall length from wall to curb Approx. 28' 7" Overall length from wall to curb Fabricated entry awning structure attached at building with anchors as necessary, Vertical steel post supports anchored to entry walkway with masonry anchors Exact size of posts, frequency, and anchor type TBD based on field conditions and final awning structure engineering 28'-7 "15'-0"36"7' 10"Clearance36"**Exact distance between posts TBD on final survey & awning framing** 9" Valance (F)281-997-5441www.amerluxexterior.com 5220 Shank Rd. Pearland, Texas 77581 (T) 281.997.5400 Amerlux reserves the right to change details that do not affect overall function and performance. DB6 SERIES DB6 PROJECT: TYPE: Example: DB6RRT-S5/L5/50MH/120v/BLK U.6.9.14 Part String Finish Premium quality thermoset polyester powdercoat for a durable finish in the following: - Satin Black - Classic Bronze - Green - Textured Black BLKCLBGRNTBK - Antique Copper - Granite Green - White ATCGTGWHT Standard: Premium: DB6RRT-S5 DB6RFT-S5 6" 42" 6"Light Control Options Indirect This is the standard optical system (unless otherwise specified). The light source will be hidden in the top portion of the bollard and the light will be emitted off of the conical aluminum reflector visible through the clear lens. Louvered (LVR) A five tiered louver directs the light downward and shields lamp form direct view. Refractor (S5) A borosilicate glass refractor delivers IES Type V distribution and allows the light to project farther than the other two systems. Materials The bollard is extruded aluminum with a .125 wall thickness. All hardware is stainless steel, and exterior hardware is tamper resistant. Installation The one piece construction of the DB6 Series includes an anchor plate which mounts with (4) 3/8" x 12" galvanized steel anchor bolts. Conduit may enter at the center of the anchor plate prior to the installation of the base cover. The bollard casing is removable for relamping. Electrical The easily accessible ballast is a High Power Factor (HPF), core and coil type, pre-wired and tested. The glazed white porcelain socket will be medium or base, 4KV pulse rated with a copper alloy nickel plated screw shell and center contact. All components are UL recognized and will be an integral part of the luminaire. The luminaire will carry an ETL label "Suitable for wet location." See next page for more complete ordering options Ordering Information: Finish ATC BLK CLB GRN GTG TBK WHT Voltage 120v 208v 240v 277v OpticalSystem L3 L5 LVR Model DB6RRT-S5 DB6RFT-S5 LightSource 50MH 70MH 35HPS 50HPS 70HPS PL-13 CFL 26, 32, or 42 Light Sources Description 50 watt Metal Halide 70 watt Metal Halide 100 watt Metal Halide 35 watt High Pressure Sodium 50 watt High Pressure Sodium 70 watt High Pressure Sodium 13 watt Compact Fluorescent Compact Fluorescent Voltage 120,277 120, 208, 240, 277 120, 208, 240, 277 120 120, 277 120, 208, 240, 277 120, 277 120, 208, 240, 277 Ballast Circuit Type HX HX HX R R R MAGNETIC ELECTRONIC Min. Starting Temperature -20°F -20°F -20°F -40°F -40°F -40°F 20°F 0°F Standard Socket Medium Medium Medium Medium Medium Medium 2 - pin 4 - pin Order Code 50MH 70MH 100MH 35HPS 50HPS 70HPS PL-13 CFL 26, 32, or 42 Ballast Circuit Type Codes: R - Reactor HX - High Reactance Autotransformer CWA - Constant Wattage Autotransformer (R / HX* depends on voltage selected) 480v is available on some ballasts. Contact factory for details.480v is available on some ballasts. Contact factory for details. Standard Photometry DB6 with 70MH lamp 5,000 Lumen 3' Mounting Height Grid Spacing is 12' 0. 1 0. 3 0. 5 1. 0 1. 5 2.0 5. 0 5. 0 10. 0 2.0 Anchor Details 4 1/2" Ø Bolt circle (4)1/2" x 12" at 90° Hot Dipped galvanized L-Type Anchor Bolts. 42" Lamp is accessed by loosening four screws and removing the outer sleeve. Wires are secured with plastic strap for strain relief Quick disconnect 4kv Pulse rated socket Indirect lighting system H.I.D. Ballast component Clear acrylic lens Professional Quality Landscape Lighting Search Your Cart 0 Items $0.00Help Hotline 1-813-978-3700 Mon-Fri 8 AM - 8 PM EST Sat-Sun 10 AM - 6 PM Sign In Order Status Spot & Flood Path & Area Well Lights Hardscape & Deck Lights Transformers Cables & Accessories LED Bulbs Design Gallery VOLT® LED Light Bulbs Spot & Flood Lights LED Spot & Flood Lights Path & Area Lights LED Path & Area Lights Well Lights LED Well Lights Hardscape & Deck Lights LED Hardscape Lights Underwater Lights LED Underwater Lights Low Voltage Transformers Cable & Accessories Halogen Bulbs for Landscape Lighting Product Details Reviews Product Q&A Shipping & Returns Special Offers VOLT® Infiniti™ 35 LED Spot Light Download the Product Spec Sheet PDF The LED Infiniti™ 35 outdoor lighting spotlight is a true professional grade integrated LED fixture. Perfect for wall washing, flood lighting, and general uplighting (trees, houses, etc.). Heavy solid cast brass construction and lifetime warranty. Premium internal components, latest in LED technology, and completely sealed. LED is 80% more efficient than a halogen lamp AND lasts 8-10 times longer. Energy savings and less maintenance. Produces an extremely attractive soft white color temperature. What is the use of having a 20 year LED technology if the fixture housing it is not going to last that long? That is why the Infiniti™ 35 is VOLT®'s heaviest, best built, and most refined fixture we have ever built. Truly impressive quality. WHAT'S IN THE BOX? VIEW DURABILITY TEST Qty:1 Tweet 0 Home > Spot & Flood Lights > Infiniti™ 35 LED Up-Light | Low Voltage Landscape Lighting • Solid Cast Brass Fixture • Lifetime Replacement Warranty • The "Hammer" 10" Heavy Duty Ground Stake Included Our business is built on reputation and referrals. Please spread the word. List Price: $199.00 Our Price: $179.00 Sale Price: $69.97 You Save: $129.03 Availability:: In Stock Product Code: 103-LED Read 24 Reviews Write a Review 0LikeLike ShareShare Enter Email Address Page 1 of 2LED Landscape Lighting Spotlight -Infiniti™ 103 8/5/2014http://www.landscapelightingworld.com/LED-Landscape-Lights-p/103-led.htm VOLT® Infiniti™ 35 LED Spot Light Features: • Solid cast brass construction • Replaces 35W halogen lamps. 524 lumens -- equal or brighter than a 35w halogen. • 6 watt LED replaces 35w halogen ~ 80% ENERGY SAVINGS. • 3000k soft white color temperature • 60+ degree beam angle -- wide flood. Soft, diffused edges for smooth even lighting. • 40,000 hr L70. Retains 70% of its brightness even after 40,000 hours (About 20 years if used 5 hours a night) • Brass surface mount base shown in picture is an optional accessory and is NOT INCLUDED • Completely sealed. Silicon at lead wire exit, o-rings in knuckle and in threading of body. • The glass lens is sits higher than the fixture so that water cannot puddle on the lens or collect at the seams. • Unlike retrofit LED Bulbs, the VOLT® LED Infiniti™ 35 is an integrated LED outdoor lighting fixture. The fixture was designed from the ground up to be an LED fixture. It has the components built-in and is able to use the entire fixture as a heat sink. The driver is built into the back of the fixture, the LEDs in the front, with heat dissipating fins in between them. • With an Integrated LED fixture, the driver and components are built into the fixture. This enables the heat from the driver to be located away from the silicon chips (LED Diodes) and use the large brass fixture as a heat sink. This enables the heat sensitive LED Diodes to run cooler which means better efficiency, higher lumen light output and most importantly, LONGER LIFE. • Field serviceable without tools! LED driver in back of fixture, LED components in front. Both are machine threaded onto double o-rings. • Silicon plug where lead wires exit fixture. Prevents ground moisture and insects from entering fixture through the stem. • Complete sealed with an IP Rating of 65. (Ingress Protection Rating. The first number is for solids and is a scale from 1-6 with 6 being the highest. It means even the smallest dust partials cannot enter the fixture over time. The second number stands for the water intrusion rating. The "5" means that even when the fixture was tested with pressurized water jets there was no water intrusion). • Do NOT use this fixture as a downlight or aim the fixture downwards. The IP rating and its ability to keep water out is based on being used as an uplight. When you aim this (or any uplight) downwards, water can and WILL leak down the lead wire or knuckle and into the fixture. Improper mounting will void the warranty. • Low voltage LED 10-15 volts • Requires VOLT's® Low Voltage Transformer (Sold Separately, click HERE to view) • VOLT's® Lifetime Warranty © 2008 VOLT®Powered by VOLT® PRODUCTS All LED Light Bulbs Category Index Product Index Design Gallery LED Fixtures ABOUT US News About Contact Learning Center Careers POLICIES Shipping Returns Privacy Terms/Conditions MY ACCOUNT Sign In View Cart Order Status HELP Landscape Lighting Learning Center Enter Email Address Page 2 of 2LED Landscape Lighting Spotlight -Infiniti™ 103 8/5/2014http://www.landscapelightingworld.com/LED-Landscape-Lights-p/103-led.htm Stainless Steel (SS) 1/8" thick 304 Grade Optics: (2) LED modules comprised of a closely packed array of small, discrete LED’s that creates a uniform linear light source. Modules and heat sink are enclosed in a cylindrical glass lens sealed with O-rings, to provide exceptional performance. Polished reflector directs the light outward uniformly. PASSO STEPLIGHT 12" LED STEPLIGHT (New Construction) Light Source Options / Properties Ordering Code Nominal Wattage Color Temp 85 CRI Initial Lumens No. of LEDS 2H30 4 3000 K 17285 48 2H35 4 3500 K 17685 48 2H40 4 4000 K 210 48 2F30 8 3000 K 34485 84 2F35 8 3500 K 35285 84 2F40 8 4000 K 41085 84 (F)281-997-5441www.amerluxexterior.com 5220 Shank Rd. Pearland, Texas 77581 (T) 281.997.5400 Amerlux reserves the right to change details that do not affect overall function and performance. Driver: Fully epoxy encapsulated for exceptionally cool operation and greatly extended life. Electronic constant voltage operation with over voltage and short circuit protection. 120 to 277v input. ELV dimmable at 120v only.Construction: Stainless steel driver enclosure and bracketing. Machined brass internal endcaps for optical chamber. Anodized aluminum heatsink. Composite, cast aluminum, or stailess steel faceplate. Application: Designed for new construction in steps and wall-mounted applications. PROJECT: TYPE: Electrostatic sensitive device. observe precautions for handling Part String Example: PSLT12 / BK / F35 U.7.24.13 PSLT12 LED AVAILABLE FACEPLATES Solid Color Composite (Standard) BlacK Beige Gray White Cast Aluminum (-A) Green ClassicBronze Black www.amerluxexterior.com 5220 Shank Rd Pearland, Texas 77581 T: (281)997-5400 F: (281)997-5441 Toll Free: (800)364-0098 ORDERING INFORMATION (Measurements shown in Inches) Front View 2.875 12.00 8.00 Side View 2.50 92° 1.737 4.00 .375 Top View 11.75 Composite faceplate (other materials available) Epoxy encapsulated driver (IP66) Reflector Stainless steel driver enclosure and brackets LED array and heatsink enclosed in a IP66 sealed glass tube Model # Faceplate Color BK - Black GY - Dark Gray BG - Beige WH - White PSLT12 (Standard Composite) GRN - Green CLB - Classic Bronze BLK - Black Custom PSLT12-A (Optional Aluminum) PSLT12-SS (Optional Stainless Steel)Brushed Stainless Steel Light Source 2F30 2F35 2F40 2H30 2H35 2H40 Polar graph 34 67 101 134 1 Maximum Candela = 134.19 Located At Horizontal Angle = 90 Vertical Angle = 75 Photometry .1.2 .5 1 2 5 8w / 4000K Grid spacing is 2.5' Mounting Height = 1.00 Ft TRAFFIC IMPACT STUDY To: Sean Cannon Event Creative From: Tim Doron Director of Transportation Kelly Conolly, P.E. Transportation Engineer Date: August 15, 2014 Subject: Berto Center Proposed Reuse 550 Corporate Drive Deerfield, Illinois PART I. PROJECT CONTEXT GEWALT HAMILTON ASSOCIATES, INC. (GHA) has conducted a traffic and parking impact study (TIS) for the proposed reuse of the Berto Center as an event and banquet facility hosting special events such as birthdays, Bar Mitzvahs, weddings, corporate events and other gatherings for possibly 100-500 people. The current use of the Berto Center by the Chicago Bulls as a practice facility is being discontinued. The site contains its own 50- space parking lot currently but with the conversion, will employ the use of valet for all events and will have little or no parking on-site. The area is zoned I-1 Industrial and contains a mix of commercial, office, a hotel and the Whitehall Assisted Living and Rehabilitation Complex immediately to the east. To the north is the Coromandel residential community. The following report summarizes our findings and recommendations for your consideration. The Exhibits referenced throughout this report are located at the end of this document. In summary, it is our opinion that with the recommended improvements and implementation of the recommended operations plan, the site and use will work effectively with the surrounding land uses and environment. PART II. SUMMARY STATEMENT Briefly summarizing, our determination is that the expected event traffic, particularly related to guest valet parking operations, can be accommodated on the adjacent roadways with implementation of the Center’s operation plans detailed in this report. Other findings include:  The report evaluated a maximum 500-guest event on a weekday evening. Most events will be much smaller than 500 guests and many will occur on a Saturday, so the recommendations in this report and a conservative (high) model and can be scaled down for smaller event size. Berto Center Reuse 550 Corporate Drive Deerfield, Illinois GEWALT HAMILTON ASSOCIATES, INC. – Page 2  A valet operations plan will be needed that, for a 500-guest event, include staffing over 35 valet operators, one on site manager and at least two traffic control officers.  The arrival of guests for a 6:00 PM event is the critical time period as it overlaps with weekday evening “rush hour” of the streets. Departure from a weekday or Saturday event will occur well outside of the peak hour of street traffic.  Event traffic can be accommodated without significant Level of Service (LOS) changes at the adjacent intersections. The capacity analyses shows, however, that traffic control is needed at the site access drive on Corporate Drive during event arrivals and departures - specifically for the weekday evening event arrival period. PART III. EXISTING CONDITIONS Site Location Map and Aerial Exhibits 1 and 2 respectively provide a location map and aerial photography of the site vicinity. The subject site is located in the southeast quadrant of Kates Road and Corporate Drive, just west of Waukegan Road. Other surrounding streets and key transportation characteristics are as follows:  Waukegan Road (IL 43) is a five lane roadway providing two travel lanes in each direction and a center turn lane. It is under the jurisdiction of the Illinois Department of Transportation (IDOT) and has a posted speed limit of 40 mph. It carries approximately 27,400 vehicles per day through the study area. Waukegan Road is under traffic signal control at its intersection with Kates Road. The signal is part of an interconnected system along Waukegan Road. It currently runs at 130-140 second cycle lengths but is in the process of being added to LCDOT’'s central system called Centracs so , with IDOT approval, timing may change slightly.  Kates Road is a three-lane minor arterial roadway providing one travel lane in each direction and a center turn lane. Parking is prohibited along both sides of the road. The roadway has a posted speed limit of 30 mph. At its intersection with Corporate Drive, Kates Road is under traffic signal control and also currently being added to LCDOT’s Centracs system.  Corporate Drive is a four lane local roadway divided by a planted median that serves the Corporate 500 Centre corporate park. It has a posted speed limit of 25 mph. The site access drive intersects Corporate Drive approximately 250 feet south of Kates Road.  Sidewalks are provided along the west side of Waukegan Road, the north side of Kates Road and the west side of Corporate Drive. Berto Center Reuse 550 Corporate Drive Deerfield, Illinois GEWALT HAMILTON ASSOCIATES, INC. – Page 3 Traffic Counts Exhibit 3 summarizes the existing weekday evening and Saturday midday peak hour traffic volumes. Traffic turning movement counts were conducted by GHA in August 2014. The 24-hour or Average Daily Traffic (ADT) counts referenced above are as published by IDOT. Parking Occupancy Survey As previously mentioned, the site currently contains its own 50-space parking lot but, with the reuse conversion, will employ the use of valet for all events and will have little or no parking on-site. Valet parking will occur within the office parking lot directly to the west across Corporate Drive. As such, a parking occupancy survey was conducted in the lot on a Saturday afternoon and Tuesday evening. The parking survey is summarized and shown in Exhibit 4. The results indicate that the lot is nearly empty on Saturdays and plentiful parking exists in the lot on weekday evenings with over 200 spaces available at 4:00 PM and almost 300 spaces available by 5:00 PM . PART IV. TRAFFIC EVALUATION Project Traffic Characteristics The Berto Center, as proposed, plans to host special events such as birthdays, Bar Mitzvahs, weddings, corporate events and other gatherings for 100-500 people. It is anticipated that a 500-person event will be rare; however, this “maximum event” was used as a model in this study in order to plan for maximum operations. The vast majority of events at the facility will be for much smaller groups and will require less valet efforts. For the purpose of evaluating traffic and parking operations for a maximum capacity event, the following are the assumptions used in l our analysis:  500 Guests  2.0 people per vehicle = 250 vehicles  Weekday evening events will typically occur between 6:00 PM – 9:00 PM. The arrival of guests for a 6:00 PM event is the critical time period as it overlaps with weekday evening “rush hour” of the streets. Departure from a weekday event will occur well outside of the peak hour of street traffic.  Saturday events were assumed to begin around 1:00 PM for the purpose of this stu dy, as guest arrival can be tested against the midday peak hour of traffic on the adjacent streets. However it should be noted that Saturday traffic in the area is much less than a weekday.  No guests will park on-site.  20 percent of guests will self-park in the Corporate 500 Lot.  The other 80 percent will be valet parked in the Corporate 500 Lot. Berto Center Reuse 550 Corporate Drive Deerfield, Illinois GEWALT HAMILTON ASSOCIATES, INC. – Page 4  Arrival Assumptions: o 5:30 – 5:45 PM: 25 vehicles o 5:45 – 6:15 PM: 200 vehicles o 6:15 – 6:30 PM: 25 vehicles  Departure Assumptions: o 8:30 – 9:00 PM: 50 vehicles o 9:00 – 9:15 PM: 175 vehicles o 9:15 – 9:30 PM: 25 vehicles Exhibit 5 – Part A lists the traffic generation calculations for the proposed event center reuse. Traffic generation was determined based on the previous assumptions. Exhibit 5 – Part B provides the anticipated trip distribution. This was based primarily on existing traffic flow and the most convenient access to the facility. Traffic Assignments Exhibit 6 illustrates the site traffic assignment, which is based on the traffic characteristics summarized in Exhibit 5 (i.e. traffic generation and trip distribution). Site traffic and existing traffic were combined to produce the Total Traffic, which is illustrated in Exhibit 7. The assignment models the fact that 80 percent of traffic will enter the site and then be valet parked in the parking lot across Corporate Drive. Queue Analysis Exhibit 8 summarizes a queue analysis that was used to determine the minimum number of valet runners required to manage vehicle arrivals and maintain queues at a reasonable level without spilling out into the street. It is based on the traffic arrival and departure assumptions outlined above and the traffic assignments . As the table shows, a minimum of 35 valet runners will be needed to manage the guest arrival rate and keep queues on-site at around 7-8 vehicles. Guest Arrival & Departure Operations Exhibit 9 illustrates the Guest Arrival Path. Most guest will enter the site, and circle around to the front door to drop off their vehicle. At that point they will be greeted by the valet operator. Valet runners will hand out tickets and park the vehicles in the lot to the west across Corporate Drive. Their departure from the site will be controlled by a traffic control officer (TCO) who will stop conflicting traffic on Corporate Drive and allow a platoon of vehicles, and waiting pedestrians to cross. Exhibit 10 illustrates the Max Arrival Queue Storage. Based on our queue analysis, and the determination that 35 valet runners will be needed, a maximum queue of 7-8 vehicles will be accommodated toward the front of the site. Note: for drop off only the front portion of the site was modeled this is due to the fact that early portions of events may include outdoor activities in the rear, thus the back of the site is will be unavailable for stacking. Traffic control officers will be stationed at the front door managing valet operations Berto Center Reuse 550 Corporate Drive Deerfield, Illinois GEWALT HAMILTON ASSOCIATES, INC. – Page 5 and at Corporate Drive controlling traffic similar to a traffic signal allowing left turns in and outbound movements crossing to the parking lot as well as pedestrians. Once again, this is a “worst case” very conservative scenario as most events will be much smaller than 500 guests. However even smaller events should consider a five minute turn around for each valet to park and return. Accordingly, valet staff should be adjusted as a portion of the largest event. Exhibit 11 illustrates the Guest Departure Path. When guests are ready to leave the event, they will give their valet ticket to the valet manager at the front door and he will radio to the valet operations stationed in the parking lot. The guest/s must remain in the front waiting area so that they depart immediately once their car is retrieved. The valet runners will retrieve the vehicle and stage it facing westbound toward the back of the site. The runner will remain in the car until it is pulled up to the front loading area. Traffic control will ensure a bypass lane is also available along the south edge of the site. The TCO at the drive intersection will again stop traffic as it is needed to allow for vehicles or pedestrians to cross to and from the parking area. Exhibit 12 illustrates the Departure Queue Storage. Based on our queue analysis, the departure queue will be metered by the retrieval operations since guests will be waiting at the front door and will take very little time to get in their cars and leave. Furthermore, a designated loading area fitting 5 vehicles will be located at the front door allowing for five guest parties to be loaded simultaneously. Approximately 15 vehicles can be stacked on-site at once with a bypass lane available. Traffic control officers will be stationed at the queue on- site and in the valet parking lot across the street to meter retrieved vehicles that are allowed onto the site so that queues will never be longer than 15 cars and will not spill onto the street. Capacity Analysis Capacity analyses are a standard measurement in the industry that identifies how a particular intersection operates. They are measured in terms of level of service (LOS). LOS A is the best rating with LOS F being the worst. LOS C is considered acceptable for design purposes. The affected intersections, both under existing and proposed conditions, were analyzed in accordance using Synchro 7 software. Synchro 7 printouts can be found in Appendix B. Exhibit 13 summarizes the results of the capacity analyses. The results indicate that impacts to existing intersections as a result of new traffic are very manageable. There is very little impact to t he Waukegan Road and Kates Road intersections. However, the site access drive will operate at an unacceptable LOS without the control of the TCO. Therefore recommendations previously discussed are further discussed below as recommendations.. Recommendations In summary, the following is the recommended event center’s Traffic Operation Plans. Guest Arrival  Valet operations will park nearly 80 percent of guest vehicles. Guests will enter the event center, circle to front door and valet runners will pick up vehicle. Berto Center Reuse 550 Corporate Drive Deerfield, Illinois GEWALT HAMILTON ASSOCIATES, INC. – Page 6  Based on a maximum event of 500 guests, about 7 vehicles may arrive at once during the peak 30 minutes (35 cars every 5 minutes) so valet operations should staff 35 runners at a minimum in order to allow each runner 5 minutes to drive the vehicle to the lot, park it and return to pick up another vehicle.  Because some guests will arrive at once, a 7-8 vehicle queue could occur from the front door back to the end of the drive but shod not exceed this and can be accommodated at the front of the building.  Traffic control officers will be stationed at the intersection of the site and Corporate Drive, as well as at the front door managing site operations.  Total = 35 valet runners + 4 Traffic Control Officers + Valet Manager Guest Departure  Valet operations will retrieve nearly 80 percent of guest vehicles via a ticket system. Exiting guests will submit their vehicle ticket to the valet manager at the front door and he will radio to the parking lot where the valet runners will be stationed. Cars will not be retrieved until the guest is present. After the first group of guests depart, the returning valet will pick up another ticket.  Retrieved vehicles will be able to stack from the front door toward the back of the site (+15 cars) but will be controlled to leave a bypass lane.  A 100-120-foot loading area near the front door will allow about 5 vehicles to load at once.  Queues will be entirely metered by valet operations as the TCO on site will communicate with the TCO in the parking lot exit point metering vehicles exiting the lot to enter the event center.  In the event that a car is not picked up immediately, it gets pulled up 50 feet.  Traffic control officers or valet managers will be stationed: o At the front door o Within the site toward the back of the site to manage the stacking queue and ensure a bypass lane is maintained o At the parking lot exit point o Along Corporate Drive to manage intersection operations and act as a crossing guard  The remaining valet staffers will retrieve vehicles between the lot and the site. From a queuing and traffic control standpoint, the number of valet runners for departure is not as critical as arrivals because the queues are only as long as the number of vehicles that are retrieved.  Total = 30-33 valet runners + 4 Traffic Control Officers + Valet Manager. Recommended Site Improvements  Because some guests are expected to self-park in the lot across the street, the site should be improved with a pedestrian sidewalk connecting the front door with Corporate Drive, as well as a striped crosswalk on the north leg of the Corporate Drive intersection.  The site plan should include a 100-120 foot pick-up area at the front door to allow more than one guest party to load into their vehicles at once.  Allow retrieved vehicles to stack toward the back of the site. This means the site curb work may need to be modified to allow for turning radius as shown in exhibits. Berto Center Reuse 550 Corporate Drive Deerfield, Illinois GEWALT HAMILTON ASSOCIATES, INC. – Page 7 PART V. CONCLUSION With the recommendations in this report, event traffic generated by the Berto Center will operate efficiently on the surrounding streets which will adequately accommodate expected impacts. Detailed traffic operation plans were developed for guest arrival and departure that minimize area traffic impacts, vehicle queues and quickly distribute event traffic. In order to implement the proposed plans, a maximum event (500 guests) will need to staff over 35 valet personal plus traffic control officers. In summary, the planned use can work effectively within the context of the corporate environment and street system. PART VI. TECHNICAL ADDENDUM The following Exhibits and Appendices were previously referenced. They provide technical support for our observations, findings, and recommendations discussed in the text. Exhibits 1. Location Map 2. Aerial Photography 3. Existing Traffic 4. Parking Occupancy Survey 5. Project Traffic Characteristics 6. Site Traffic 7. Total Traffic 8. Queue Analysis 9. Arrival Path 10. Max Arrival Queue Storage 11. Departure Path 12. Departure Queue Storage 13. Capacity Analysis Appendices A. Traffic Counts B. Capacity Analysis Worksheet EXHIBITS Berto Center –550 Corporate Drive –Deerfield,Illinois Exhibit 1 Location Map Berto Center Reuse – 550 Corporate Drive – Deerfield, Illinois Exhibit 2 Aerial Photography SITE Valet Parking Area Not to Scale Handicap1400000003000Regular42433312112001433412Total43833312112031433412Key100%-85% Occupied85%-60% Occupied60%-0% OccupiedTuesday4:00 PM5:00 PM6:00 PMOccupied Spaces5:00 PM7:00 PMExhibit 4 - Parking Occupancy SurveyBerto Center ReuseSaturday & Tuesday, August 201411:00 AM12:00 PM1:00 PM2:00 PMParking TypeParking SupplyParking DescriptionSaturdayCorporate 500 Lot3:00 PM4:00 PM Exhibit 5 Project Traffic Characteristics Berto Center Reuse - 550 Corporate Drive, Deerfield, Illinois Part A. Traffic Generation Calculations ITE Evening Peak Hour Saturday Peak Hour Code Units In Out Sum In Out Sum Maximum Event - Arrival N/A 500 Guests Valet Park 200 200 400 200 200 400 Self Park 50 0 50 50 0 50 Totals =250 200 450 250 200 450 Note: Assumes a conservative 2.0 persons per vehicle Part B. Trip Distribution Route & Direction Arrive From/Depart to Waukegan Road - North of Corporate Drive 50% - South of Corporate Drive 10% Corporate Drive - South of Site 25% Kates Road - West of Site 15% Totals =100% Percent Use by Route Not to Scale Not to Scale Part A. Summary of Guest Arrivals Assumptions Time No. Guests Cars Arriving in Queue (2 p. per car)Rate of Guest Arrival Rate of unloading and valet park 5:30 - 5:45 PM 50 25 Less than 2 cars per min 5 min per car 5:45 - 6:15 PM 400 200 Approx. 7 cars per min 5 min per car 6:15 - 6:30 PM 50 25 Less than 2 cars per min 5 min per car Total =500 250 Time No. Guests Cars Arriving in Queue (2 p. per car)Rate of Guest Departure Rate of loading and departure* 8:30 - 9:00 PM 100 50 Less than 2 cars per min 50 sec per 5 cars 9:00 - 9:15 PM 350 175 Approx. 12 cars per min 50 sec per 5 cars 9:15 - 9:30 PM 50 25 Less than 2 cars per min 50 sec per 5 cars Total =500 250 *Does not include valet retrival time because car will not be in queue Part B. Queue Analysis Time Vehicles Arriving Vehicles Seviced Max Queue (Vehicles)Max Queue (Feet)Valet Needs 5:30 8 0 8 200 0 5:35 8 -8 8 200 8 5:40 8 -8 8 200 8 5:45 33 -33 8 200 33 5:50 33 -33 8 200 33 5:55 34 -34 8 200 34 6:00 34 -34 8 200 34 6:05 34 -34 8 200 34 6:10 34 -34 8 200 34 6:15 8 -12 4 100 12 6:20 8 -8 4 100 8 6:25 8 -8 4 100 8 Time Vehicles Serviced Vehicles Departing Max Queue (Vehicles)Max Queue (Feet)Valet Needs 8:30 8 0 8 176 8 8:35 8 -8 8 176 8 8:40 8 -8 8 176 8 8:45 8 -8 8 176 8 8:50 9 -9 8 176 9 8:55 9 -9 8 176 9 9:00 34 -30 12 264 34 9:05 34 -30 16 352 34 9:10 34 -30 20 440 34 9:15 34 -30 24 528 34 9:20 34 -30 28 616 34 9:25 30 -30 28 616 30 250 Part C. Findings - Require 34 runners @ 5 min per car for passenger unload, park and return - Guest arrival is critical time of valet needs. - 500-guest events will need to use back area for staging (at least 200 feet of storage, or 8 vehicles) - Traffic control at Corporate and access drive. Should meter valet eastbound valet vehicles - Guests must be present for vehicle retrieval so that queue time is minimized. 9:00 PM Event End Exhibit 8 Arrival Queue Analysis - Weekday 6:00 PM Max Event (500 Attendees) Berto Center Deerfield, Illinois 6:00 Event Start Exhibit 13 Intersection Capacity Analyses Berto Center - 550 Corporate Drive, Deerfield, Illinois Part A. Parameters - Type of Traffic Control (Source: 2010 Highway Capacity Manual) I. Traffic Signals II. Stop Sign LOS Delay (sec / veh)Description LOS Delay (sec / veh) All signal phases clear waiting vehicles without delay A 10 Minimal delay experienced on select signal phases B >10 and 15 Some delay experienced on several phases; often used as design criteria C >15 and 25 Usually considered as the acceptable delay standard D >25 and 35 Very long delays experienced during the peak hours E >35 and 50 Unacceptable delays experienced throughout the peak hours F >50 Part B. Results LOS Per Movement Group By Approach > = Shared Lane - = Non Critical or not Allowed Movement TRT - Shared Through/Right lane (with an additonal Through lane) Delay (sec / veh)LOS 1. Waukegan Rd at Kates Rd Traffic Signal LT TH RT LT TH RT LT TH RT LT TH RT Intersection Delay A. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current E -A ---A B --B A 21.4 C Total Traffic (See Exhibit 7 ) • Current E -A ---A B --B A 21.7 C B. Saturday Midday Peak Hour Existing Traffic (See Exhibit 3 ) • Current E -A ---A A --A A 13.0 B Total Traffic (See Exhibit 7 ) • Current E -A ---A A --A A 13.5 B 2. Kates Rd at Corporate Dr Traffic Signal LT TH RT LT TH RT LT TH RT LT TH RT Intersection Delay A. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current A C <A B <B A <B A <16.7 B Total Traffic (See Exhibit 7 ) • Current A C <B B <C A <B A <19.8 B B. Saturday Midday Peak Hour Existing Traffic (See Exhibit 3 ) • Current A B <A B <B A <B A <16.7 B Total Traffic (See Exhibit 7 ) • Current A C A B B A B A 16.9 B 3. Corporate Dr at Site Driveway TWSC - EB/WB Stops LT TH RT LT TH RT LT TH RT LT TH RT Approach Delay A. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current B B B B B B A A A A A A 10.8 B Total Traffic (See Exhibit 7 ) • Current F F F E E E A A A A A A 139.5 F • Traffic Control Officer >B <>C <>B <>B >18.5 B B. Saturday Midday Peak Hour Existing Traffic (See Exhibit 3 ) • Current A A A A A A A A A A A A 8.8 A Total Traffic (See Exhibit 7 ) • Current C C C C C C A A A A A A 21.8 C • Traffic Control Officer >B <>B <>A <>B <16.3 B Roadway Conditions Intersection / Approach Eastbound Westbound Northbound Southbound D >35 and 55 E >55 and 80 F >80 A 10 B >10 and 20 C >20 and 35 APPENDIX A Existing Traffic Count Summaries 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/02/2014Page No: 1Turning Movement DataStart TimeWaukegan RoadWaukegan RoadKates RoadSouthboundNorthboundEastboundThruRightPedsApp. TotalLeftThruPedsApp. TotalLeftRightPedsApp. Total Int. Total11:00 AM187640251161660182821309552811:15 AM1755202275170017577538248411:30 AM216830299111550166521436653111:45 AM2106902791715001677519094540Hourly Total78826801056496410690286516337208312:00 PM1927602681518902049113210457612:15 PM195700265181810199711308454812:30 PM217610278111990210601807856612:45 PM205620267917801876413077531Hourly Total8092690107853747080028657234322211:00 PM19274026610185019570164865471:15 PM15360021310178218868142824831:30 PM17574024911174018556132695031:45 PM1596302221516501805412166468Hourly Total67927109504670227482485593032001Grand Total227680803084148209022238820163179836305Approach %73.826.2--6.693.4--83.416.6---Total %36.112.8-48.92.333.1-35.513.02.6-15.6-Lights2257802-30591472065-2212819163-9826253% Lights99.299.3-99.299.398.8-98.899.9100.0-99.999.2Mediums166-22122-2310-146% Mediums0.70.7-0.70.71.1-1.00.10.0-0.10.7Articulated Trucks20-202-200-04% Articulated Trucks0.10.0-0.10.00.1-0.10.00.0-0.00.1Bicycles on Road10-101-100-02% Bicycles on Road0.00.0-0.00.00.0-0.00.00.0-0.00.0Pedestrians--0---2---17--% Pedestrians------100.0---100.0-- 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/02/2014Page No: 208/02/2014 11:00 AMEnding At08/02/2014 2:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansWaukegan Road [N]Out In Total2884 3059 594323 22 452 2 41 1 20 0 02910 3084 5994802 2257 06 16 00 2 00 1 00 0 0808 2276 0R T P 0 0 0 0 0 0 Out 0 0 0 0 0 0 In 0 0 0 0 0 0 TotalFake Approach [E]2420 2212 463216 23 392 2 41 1 20 0 02439 2238 4677Out In TotalWaukegan Road [S]L T P147 2065 01 22 00 2 00 1 00 0 2148 2090 2Kates Road [W]Total193180001939In9821000983Out94970009568191000820L1630000163R00001717PTurning Movement Data Plot 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/02/2014Page No: 3Turning Movement Peak Hour Data (11:45 AM)Start TimeWaukegan RoadWaukegan RoadKates RoadSouthboundNorthboundEastboundThruRightPedsApp. TotalLeftThruPedsApp. TotalLeftRightPedsApp. Total Int. Total11:45 AM210690279171500167751909454012:00 PM1927602681518902049113210457612:15 PM195700265181810199711308454812:30 PM2176102781119902106018078566Total814276010906171907802976323602230Approach %74.725.3--7.892.2--82.517.5---Total %36.512.4-48.92.732.2-35.013.32.8-16.1-PHF0.9380.908-0.9770.8470.903-0.9290.8160.829-0.8650.968Lights808274-108260711-77129763-3602213% Lights99.399.3-99.398.498.9-98.8100.0100.0-100.099.2Mediums42-617-800-014% Mediums0.50.7-0.61.61.0-1.00.00.0-0.00.6Articulated Trucks10-101-100-02% Articulated Trucks0.10.0-0.10.00.1-0.10.00.0-0.00.1Bicycles on Road10-100-000-01% Bicycles on Road0.10.0-0.10.00.0-0.00.00.0-0.00.0Pedestrians--0---0---2--% Pedestrians----------100.0-- 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/02/2014Page No: 4Peak Hour Data08/02/2014 11:45 AMEnding At08/02/2014 12:45 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansWaukegan Road [N]Out In Total1008 1082 20907 6 131 1 20 1 10 0 01016 1090 2106274 808 02 4 00 1 00 1 00 0 0276 814 0R T P 0 0 0 0 0 0 Out 0 0 0 0 0 0 In 0 0 0 0 0 0 TotalFake Approach [E]871 771 16424 8 121 1 21 0 10 0 0877 780 1657Out In TotalWaukegan Road [S]L T P60 711 01 7 00 1 00 0 00 0 061 719 0Kates Road [W]Total6943000697In3600000360Out33430003372970000297L63000063R000022PTurning Movement Peak Hour Data Plot (11:45 AM) 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/05/2014Page No: 1Turning Movement DataStart TimeWaukegan RdKates RoadWaukegan RdSouthboundNorthboundEastboundThruRightPedsApp. TotalLeftThruPedsApp. TotalLeftRightPedsApp. Total Int. Total4:00 PM1648102451421002241282901576264:15 PM1786902471622902451051821236154:30 PM164770241721102181412111626214:45 PM2121010313122140226118250143682Hourly Total7183280104649864091349293358525445:00 PM1917902701620402201692701966865:15 PM21510103161722502421523341857435:30 PM1858502701121702281462811746725:45 PM207850292142370251135406175718Hourly Total798350011485888309416021281173028196:00 PM1639002531522302381162901456366:15 PM153680221191580177852141065046:30 PM15674023010149015981181994886:45 PM1446902132015201727416090475Hourly Total61630109176468207463568454402103Grand Total21329790311117124290260014503051917557466Approach %68.531.5--6.693.4--82.617.4---Total %28.613.1-41.72.332.5-34.819.44.1-23.5-Lights2091972-30631692396-25651437303-17407368% Lights98.199.3-98.598.898.6-98.799.199.3-99.198.7Mediums367-43231-33132-1591% Mediums1.70.7-1.41.21.3-1.30.90.7-0.91.2Articulated Trucks30-302-200-05% Articulated Trucks0.10.0-0.10.00.1-0.10.00.0-0.00.1Bicycles on Road20-200-000-02% Bicycles on Road0.10.0-0.10.00.0-0.00.00.0-0.00.0Pedestrians--0---0---19--% Pedestrians----------100.0-- 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/05/2014Page No: 208/05/2014 4:00 PMEnding At08/05/2014 7:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansWaukegan Rd [N]Out In Total3833 3063 689644 43 872 3 50 2 20 0 03879 3111 6990972 2091 07 36 00 3 00 2 00 0 0979 2132 0R T P 0 0 0 0 0 0 Out 0 0 0 0 0 0 In 0 0 0 0 0 0 TotalFake Approach [E]2394 2565 495938 33 713 2 52 0 20 0 02437 2600 5037Out In TotalKates Road [S]L T P169 2396 02 31 00 2 00 0 00 0 0171 2429 0Waukegan Rd [W]Total2881240002905In1740150001755Out1141900011501437130001450L3032000305R00001919PTurning Movement Data Plot 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/05/2014Page No: 3Turning Movement Peak Hour Data (5:00 PM)Start TimeWaukegan RdKates RoadWaukegan RdSouthboundNorthboundEastboundThruRightPedsApp. TotalLeftThruPedsApp. TotalLeftRightPedsApp. Total Int. Total5:00 PM1917902701620402201692701966865:15 PM21510103161722502421523341857435:30 PM1858502701121702281462811746725:45 PM207850292142370251135406175718Total79835001148588830941602128117302819Approach %69.530.5--6.293.8--82.517.5---Total %28.312.4-40.72.131.3-33.421.44.5-25.9-PHF0.9280.866-0.9080.8530.931-0.9370.8910.800-0.9310.949Lights787350-113758871-929598127-7252791% Lights98.6100.0-99.0100.098.6-98.799.399.2-99.399.0Mediums100-10011-1141-526% Mediums1.30.0-0.90.01.2-1.20.70.8-0.70.9Articulated Trucks10-101-100-02% Articulated Trucks0.10.0-0.10.00.1-0.10.00.0-0.00.1Bicycles on Road00-000-000-00% Bicycles on Road0.00.0-0.00.00.0-0.00.00.0-0.00.0Pedestrians--0---0---11--% Pedestrians----------100.0-- 4884.900 Berto Center TrafficWaukegan Rd @ Kates Rd4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ WaukeganSite Code:Start Date: 08/05/2014Page No: 4Peak Hour Data08/05/2014 5:00 PMEnding At08/05/2014 6:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansWaukegan Rd [N]Out In Total1469 1137 260615 10 251 1 20 0 00 0 01485 1148 2633350 787 00 10 00 1 00 0 00 0 0350 798 0R T P 0 0 0 0 0 0 Out 0 0 0 0 0 0 In 0 0 0 0 0 0 TotalFake Approach [E]914 929 184311 11 221 1 20 0 00 0 0926 941 1867Out In TotalKates Road [S]L T P58 871 00 11 00 1 00 0 00 0 058 883 0Waukegan Rd [W]Total113350001138In7255000730Out40800004085984000602L1271000128R00001111PTurning Movement Peak Hour Data Plot (5:00 PM) 4884.900 Berto Center TrafficKates @ Corporate4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/05/2014Page No: 1Turning Movement DataStart TimeCorporate DrKates RdCorporate DrKates RdSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total4:00 PM12 13016 9 76 160101 31 1 38070 12 99 40115 3024:15 PM721010 4 62 13079 23 4 20047 9 100 50114 2504:30 PM10 22214 9 74 10093 43 0 40083 5 100 110116 3064:45 PM11 03114 4 96 150115 26 0 36062 5 100 120117 308Hourly Total40 59354 26 308 540388 123 5 1340262 31 399 320462 11665:00 PM713011 8 72 12092 57 1 610119 7 129 50141 3635:15 PM11 25118 11 94 190124 37 2 37076 10 134 31147 3655:30 PM16 17024 8 69 20097 38 1 40079 6 120 50131 3315:45 PM17 06323 9 82 8099 21 1 23045 3 132 40139 306Hourly Total51 4 21476 36 317 590412 153 5 1610319 26 515 171558 13656:00 PM12 16119 7 77 13097 31 4 47082 6 96 81110 3086:15 PM813012 6 71 9086 12 1 24037 5 57 6368 2036:30 PM913113 4 73 11088 16 1 12029 5 83 3191 2216:45 PM933015 8 66 16090 42 13019 3 57 4064 188Hourly Total38 6 15259 25 287 490361 63 8 960167 19 293 215333 920Grand Total 129 15 459189 87 912 16201161 339 18 3910748 76 1207 7061353 3451Approach % 68.3 7.9 23.8-- 7.5 78.6 14.0-- 45.3 2.4 52.3-- 5.6 89.2 5.2---Total %3.7 0.4 1.3-5.5 2.5 26.4 4.7-33.6 9.8 0.5 11.3-21.7 2.2 35.0 2.0-39.2 -Lights127 13 45-185 85 902 161-1148 338 17 390-745 74 1197 69-1340 3418% Lights98.4 86.7 100.0-97.9 97.7 98.9 99.4-98.9 99.7 94.4 99.7-99.6 97.4 99.2 98.6-99.0 99.0Mediums200-22 10 0-12 101-22 10 1-13 29% Mediums1.6 0.0 0.0-1.1 2.3 1.1 0.0-1.0 0.3 0.0 0.3-0.3 2.6 0.8 1.4-1.0 0.8Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0Bicycles on Road 020-2001-1010-1000-04% Bicycles on Road 0.0 13.3 0.0-1.1 0.0 0.0 0.6-0.1 0.0 5.6 0.0-0.1 0.0 0.0 0.0-0.0 0.1Pedestrians---9----0----0----6--% Pedestrians ---100.0--------------100.0-- 4884.900 Berto Center TrafficKates @ Corporate4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/05/2014Page No: 208/05/2014 4:00 PMEnding At08/05/2014 7:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total252 185 4372 2 40 0 02 2 40 0 0256 189 44545 13 127 00 0 2 00 0 0 00 2 0 00 0 0 945 15 129 9R T L P 1727 0 0 0 13 1714 Out 1161 0 1 0 12 1148 In 2888 0 1 0 25 2862 TotalKates Rd [E] R 162 0 1 0 0 161 T 912 0 0 0 10 902 L 87 0 0 0 2 85 P 0 0 0 0 0 0 167 745 9123 2 50 0 02 1 30 0 0172 748 920Out In TotalCorporate Dr [S]L T R P338 17 390 01 0 1 00 0 0 00 1 0 00 0 0 0339 18 391 0Kates Rd [W]Total2625240002649In1340130001353Out128511000129674200076L1197100001207T69100070R000066PTurning Movement Data Plot 4884.900 Berto Center TrafficKates @ Corporate4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/05/2014Page No: 3Turning Movement Peak Hour Data (4:45 PM)Start TimeCorporate DrKates RdCorporate DrKates RdSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total4:45 PM11 03114 4 96 150115 26 0 36062 5 100 120117 3085:00 PM713011 8 72 12092 57 1 610119 7 129 50141 3635:15 PM11 25118 11 94 190124 37 2 37076 10 134 31147 3655:30 PM16 17024 8 69 20097 38 1 40079 6 120 50131 331Total45 4 18267 31 331 660428 158 4 1740336 28 483 251536 1367Approach % 67.2 6.0 26.9-- 7.2 77.3 15.4-- 47.0 1.2 51.8-- 5.2 90.1 4.7---Total %3.3 0.3 1.3-4.9 2.3 24.2 4.8-31.3 11.6 0.3 12.7-24.6 2.0 35.3 1.8-39.2 -PHF0.703 0.500 0.643-0.698 0.705 0.862 0.825-0.863 0.693 0.500 0.713-0.706 0.700 0.901 0.521-0.912 0.936Lights44 4 18-66 31 330 65-426 158 4 174-336 26 480 25-531 1359% Lights97.8 100.0 100.0-98.5 100.0 99.7 98.5-99.5 100.0 100.0 100.0-100.0 92.9 99.4 100.0-99.1 99.4Mediums100-1010-1000-0230-57% Mediums2.2 0.0 0.0-1.5 0.0 0.3 0.0-0.2 0.0 0.0 0.0-0.0 7.1 0.6 0.0-0.9 0.5Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0Bicycles on Road 000-0001-1000-0000-01% Bicycles on Road 0.0 0.0 0.0-0.0 0.0 0.0 1.5-0.2 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.1Pedestrians---2----0----0----1--% Pedestrians ---100.0--------------100.0-- 4884.900 Berto Center TrafficKates @ Corporate4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/05/2014Page No: 4Peak Hour Data08/05/2014 4:45 PMEnding At08/05/2014 5:45 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total95 66 1612 1 30 0 01 0 10 0 098 67 16518 4 44 00 0 1 00 0 0 00 0 0 00 0 0 218 4 45 2R T L P 702 0 0 0 4 698 Out 428 0 1 0 1 426 In 1130 0 1 0 5 1124 TotalKates Rd [E] R 66 0 1 0 0 65 T 331 0 0 0 1 330 L 31 0 0 0 0 31 P 0 0 0 0 0 0 60 336 3960 0 00 0 00 0 00 0 060 336 396Out In TotalCorporate Dr [S]L T R P158 4 174 00 0 0 00 0 0 00 0 0 00 0 0 0158 4 174 0Kates Rd [W]Total103760001043In5315000536Out506100050726200028L4803000483T25000025R000011PTurning Movement Peak Hour Data Plot (4:45 PM) 4884.900 Berto Center TrafficKates @ Corporate11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/02/2014Page No: 1Turning Movement DataStart TimeCorporate DrKates Rd Corporate DrKates RdSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total11:00 AM14 26022 8 56 16080 217010 8 79 0087 19911:15 AM14 29225 4 51 7162 214076 63 2171 16511:30 AM17 27226 9 79 120100 137011 2 42 1045 18211:45 AM15 05020 7 61 10078 025072 74 1077 182Hourly Total60 6 27493 28 247 451320 57 23035 18 258 41280 72812:00 PM921012 2 72 12086 005050 85 0085 18812:15 PM12 08120 4 69 16089 204065 66 1172 18712:30 PM17 12020 4 52 16072 313075 57 4066 16512:45 PM12 26220 5 56 14075 116085 63 2170 173Hourly Total50 5 17372 15 249 580322 62 18026 15 271 72293 7131:00 PM837018 6 59 15080 018093 68 1072 1791:15 PM10 07117 4 56 5065 005055 62 3070 1571:30 PM15 09024 4 68 15087 004041 55 2058 1731:45 PM821111 4 61 14079 224086 49 2057 155Hourly Total41 5 24270 18 244 490311 23 21026 15 234 80257 664Grand Total 151 16 689235 61 740 1521953 13 12 62087 48 763 193830 2105Approach % 64.3 6.8 28.9-- 6.4 77.6 15.9-- 14.9 13.8 71.3-- 5.8 91.9 2.3---Total %7.2 0.8 3.2-11.2 2.9 35.2 7.2-45.3 0.6 0.6 2.9-4.1 2.3 36.2 0.9-39.4 -Lights151 15 68-234 61 735 150-946 12 11 62-85 48 762 19-829 2094% Lights100.0 93.8 100.0-99.6 100.0 99.3 98.7-99.3 92.3 91.7 100.0-97.7 100.0 99.9 100.0-99.9 99.5Mediums000-0052-7000-0010-18% Mediums0.0 0.0 0.0-0.0 0.0 0.7 1.3-0.7 0.0 0.0 0.0-0.0 0.0 0.1 0.0-0.1 0.4Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0Bicycles on Road 010-1000-0110-2000-03% Bicycles on Road 0.0 6.3 0.0-0.4 0.0 0.0 0.0-0.0 7.7 8.3 0.0-2.3 0.0 0.0 0.0-0.0 0.1Pedestrians---9----1----0----3--% Pedestrians ---100.0----100.0---------100.0-- 4884.900 Berto Center TrafficKates @ Corporate11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/02/2014Page No: 208/02/2014 11:00 AMEnding At08/02/2014 2:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total209 234 4432 0 20 0 01 1 20 0 0212 235 44768 15 151 00 0 0 00 0 0 00 1 0 00 0 0 968 16 151 9R T L P 976 0 0 0 1 975 Out 953 0 0 0 7 946 In 1929 0 0 0 8 1921 TotalKates Rd [E] R 152 0 0 0 2 150 T 740 0 0 0 5 735 L 61 0 0 0 0 61 P 1 1 0 0 0 0 95 85 1800 0 00 0 01 2 30 0 096 87 183Out In Total Corporate Dr [S]L T R P12 11 62 00 0 0 00 0 0 01 1 0 00 0 0 013 12 62 0Kates Rd [W]Total164460101651In8291000830Out815501082148000048L7621000763T19000019R000033PTurning Movement Data Plot 4884.900 Berto Center TrafficKates @ Corporate11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/02/2014Page No: 3Turning Movement Peak Hour Data (11:30 AM)Start TimeCorporate DrKates Rd Corporate DrKates RdSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total11:30 AM17 27226 9 79 120100 137011 2 42 1045 18211:45 AM15 05020 7 61 10078 025072 74 1077 18212:00 PM921012 2 72 12086 005050 85 0085 18812:15 PM12 08120 4 69 16089 204065 66 1172 187Total53 4 21378 22 281 500353 35 21029 9 267 31279 739Approach % 67.9 5.1 26.9-- 6.2 79.6 14.2-- 10.3 17.2 72.4-- 3.2 95.7 1.1---Total %7.2 0.5 2.8-10.6 3.0 38.0 6.8-47.8 0.4 0.7 2.8-3.9 1.2 36.1 0.4-37.8 -PHF0.779 0.500 0.656-0.750 0.611 0.889 0.781-0.883 0.375 0.417 0.750-0.659 0.450 0.785 0.750-0.821 0.983Lights53 4 21-78 22 279 50-351 35 21-29 9 267 3-279 737% Lights100.0 100.0 100.0-100.0 100.0 99.3 100.0-99.4 100.0 100.0 100.0-100.0 100.0 100.0 100.0-100.0 99.7Mediums000-0020-2000-0000-02% Mediums0.0 0.0 0.0-0.0 0.0 0.7 0.0-0.6 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.3Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0Bicycles on Road 000-0000-0000-0000-00% Bicycles on Road 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0Pedestrians---3----0----0----1--% Pedestrians ---100.0--------------100.0-- 4884.900 Berto Center TrafficKates @ Corporate11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Kates @ CorporateSite Code:Start Date: 08/02/2014Page No: 4Peak Hour Data08/02/2014 11:30 AMEnding At08/02/2014 12:30 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total64 78 1420 0 00 0 00 0 00 0 064 78 14221 4 53 00 0 0 00 0 0 00 0 0 00 0 0 321 4 53 3R T L P 341 0 0 0 0 341 Out 353 0 0 0 2 351 In 694 0 0 0 2 692 TotalKates Rd [E] R 50 0 0 0 0 50 T 281 0 0 0 2 279 L 22 0 0 0 0 22 P 0 0 0 0 0 0 29 29 580 0 00 0 00 0 00 0 029 29 58Out In Total Corporate Dr [S]L T R P3 5 21 00 0 0 00 0 0 00 0 0 00 0 0 03 5 21 0Kates Rd [W]Total5822000584In2790000279Out3032000305900009L2670000267T300003R000011PTurning Movement Peak Hour Data Plot (11:30 AM) 4884.900 Berto Center TrafficCorporate @ Berto Center4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate @ BertoSite Code:Start Date: 08/05/2014Page No: 1Turning Movement DataStart TimeCorporate DrBerto CenterCorporate DrBerto CenterSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total4:00 PM0 13 2015 001010 38 0038 33 06039 934:15 PM0 10 1011 001011 22 0123 20 01021 564:30 PM3 18 2023 003030 49 0149 33 04037 1124:45 PM0 16 0016 000001 31 0032 35 02037 85Hourly Total3 57 5065 005052 140 02142 121 0 130134 3465:00 PM0 13 0013 100010 60 0060 54 07061 1355:15 PM0 16 0016 100010 44 0044 31 03134 955:30 PM0 15 0015 100010 49 1050 31 02033 995:45 PM0 12 0012 001011 30 0031 14 03017 61Hourly Total0 56 0056 301041 183 10185 130 0 151145 3906:00 PM0 14 2016 001011 36 0037 45 02147 1016:15 PM0 14 0014 001110 24 0224 902311 506:30 PM07108000000 15 0015 14 01115 386:45 PM0 14 1015 000101 14 0015 50015 35Hourly Total0 49 4053 002222 89 0291 73 05678 224Grand Total3 162 90174 308211 5 412 14418 324 0 337357 960Approach % 1.7 93.1 5.2-- 27.3 0.0 72.7-- 1.2 98.6 0.2-- 90.8 0.0 9.2---Total %0.3 16.9 0.9-18.1 0.3 0.0 0.8-1.1 0.5 42.9 0.1-43.5 33.8 0.0 3.4-37.2 -Lights3 159 9-171 308-11 5 409 1-415 323 0 33-356 953% Lights100.0 98.1 100.0-98.3 100.0 - 100.0-100.0 100.0 99.3 100.0-99.3 99.7 - 100.0-99.7 99.3Mediums010-1000-0010-1100-13% Mediums0.0 0.6 0.0-0.6 0.0 - 0.0-0.0 0.0 0.2 0.0-0.2 0.3 - 0.0-0.3 0.3Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 0.0 - 0.0-0.0 0.0 0.0 0.0-0.0 0.0 - 0.0-0.0 0.0Bicycles on Road 020-2000-0020-2000-04% Bicycles on Road 0.0 1.2 0.0-1.1 0.0 - 0.0-0.0 0.0 0.5 0.0-0.5 0.0 - 0.0-0.0 0.4Pedestrians---0----2----4----7--% Pedestrians --------100.0----100.0----100.0-- 4884.900 Berto Center TrafficCorporate @ Berto Center4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate @ BertoSite Code:Start Date: 08/05/2014Page No: 208/05/2014 4:00 PMEnding At08/05/2014 7:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total740 171 9112 1 30 0 02 2 40 0 0744 174 9189 159 3 00 1 0 00 0 0 00 2 0 00 0 0 09 162 3 0R T L P 4 0 0 0 0 4 Out 11 0 0 0 0 11 In 15 0 0 0 0 15 TotalBerto Center [E] R 8 0 0 0 0 8 T 0 0 0 0 0 0 L 3 0 0 0 0 3 P 2 2 0 0 0 0 195 415 6101 1 20 0 02 2 40 0 0198 418 616Out In TotalCorporate Dr [S]L T R P5 409 1 00 1 0 00 0 0 00 2 0 00 0 0 45 412 1 4Berto Center [W]Total3701000371In3561000357Out140000143231000324L000000T33000033R000077PTurning Movement Data Plot 4884.900 Berto Center TrafficCorporate @ Berto Center4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate @ BertoSite Code:Start Date: 08/05/2014Page No: 3Turning Movement Peak Hour Data (4:30 PM)Start TimeCorporate DrBerto CenterCorporate DrBerto CenterSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total4:30 PM3 18 2023 003030 49 0149 33 04037 1124:45 PM0 16 0016 000001 31 0032 35 02037 855:00 PM0 13 0013 100010 60 0060 54 07061 1355:15 PM0 16 0016 100010 44 0044 31 03134 95Total3 63 2068 203051 184 01185 153 0 161169 427Approach % 4.4 92.6 2.9-- 40.0 0.0 60.0-- 0.5 99.5 0.0-- 90.5 0.0 9.5---Total %0.7 14.8 0.5-15.9 0.5 0.0 0.7-1.2 0.2 43.1 0.0-43.3 35.8 0.0 3.7-39.6 -PHF0.250 0.875 0.250-0.739 0.500 0.000 0.250-0.417 0.250 0.767 0.000-0.771 0.708 0.000 0.571-0.693 0.791Lights3 62 2-67 203-51 182 0-183 153 0 16-169 424% Lights100.0 98.4 100.0-98.5 100.0 - 100.0-100.0 100.0 98.9 --98.9 100.0 - 100.0-100.0 99.3Mediums010-1000-0010-1000-02% Mediums0.0 1.6 0.0-1.5 0.0 - 0.0-0.0 0.0 0.5 --0.5 0.0 - 0.0-0.0 0.5Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 0.0 - 0.0-0.0 0.0 0.0 --0.0 0.0 - 0.0-0.0 0.0Bicycles on Road 000-0000-0010-1000-01% Bicycles on Road 0.0 0.0 0.0-0.0 0.0 - 0.0-0.0 0.0 0.5 --0.5 0.0 - 0.0-0.0 0.2Pedestrians---0----0----1----1--% Pedestrians -------------100.0----100.0-- 4884.900 Berto Center TrafficCorporate @ Berto Center4-7 PMGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate @ BertoSite Code:Start Date: 08/05/2014Page No: 4Peak Hour Data08/05/2014 4:30 PMEnding At08/05/2014 5:30 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total338 67 4051 1 20 0 01 0 10 0 0340 68 4082 62 3 00 1 0 00 0 0 00 0 0 00 0 0 02 63 3 0R T L P 3 0 0 0 0 3 Out 5 0 0 0 0 5 In 8 0 0 0 0 8 TotalBerto Center [E] R 3 0 0 0 0 3 T 0 0 0 0 0 0 L 2 0 0 0 0 2 P 0 0 0 0 0 0 80 183 2631 1 20 0 00 1 10 0 081 185 266Out In TotalCorporate Dr [S]L T R P1 182 0 00 1 0 00 0 0 00 1 0 00 0 0 11 184 0 1Berto Center [W]Total1720000172In1690000169Out3000031530000153L000000T16000016R000011PTurning Movement Peak Hour Data Plot (4:30 PM) 4884.900 Berto Center TrafficCorporate @ Berto Center11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate Dr @ BertoSite Code:Start Date: 08/02/2014Page No: 1Turning Movement DataStart TimeCorporate DrBerto CenterCorporate DrBerto CenterSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total11:00 AM091010 000000800810001 1911:15 AM08008001110600600010 1511:30 AM2 11 0013 002020 10 0010 10001 2611:45 AM190010 000000400400000 14Hourly Total3 37 1041 003130 28 0028 20012 7412:00 PM03104000000500510001 1012:15 PM05005000000500500000 1012:30 PM08109000000700700000 1612:45 PM08109000000600620002 17Hourly Total0 24 3027 000000 23 0023 30003 531:00 PM082010 000000900900000 191:15 PM06107000000400410001 121:30 PM05106000000400400000 101:45 PM06208000000500530003 16Hourly Total0 25 6031 000000 22 0022 40004 57Grand Total3 86 10099 003130 73 0073 90019 184Approach % 3.0 86.9 10.1-- 0.0 0.0 100.0-- 0.0 100.0 0.0-- 100.0 0.0 0.0---Total %1.6 46.7 5.4-53.8 0.0 0.0 1.6-1.6 0.0 39.7 0.0-39.7 4.9 0.0 0.0-4.9 -Lights3 85 10-98 003-30 72 0-72 900-9 182% Lights100.0 98.8 100.0-99.0 -- 100.0-100.0 - 98.6 --98.6 100.0 ---100.0 98.9Mediums000-0000-0000-0000-00% Mediums0.0 0.0 0.0-0.0 -- 0.0-0.0 - 0.0 --0.0 0.0 ---0.0 0.0Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 -- 0.0-0.0 - 0.0 --0.0 0.0 ---0.0 0.0Bicycles on Road 010-1000-0010-1000-02% Bicycles on Road 0.0 1.2 0.0-1.0 -- 0.0-0.0 - 1.4 --1.4 0.0 ---0.0 1.1Pedestrians---0----1----0----1--% Pedestrians --------100.0---------100.0-- 4884.900 Berto Center TrafficCorporate @ Berto Center11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate Dr @ BertoSite Code:Start Date: 08/02/2014Page No: 208/02/2014 11:00 AMEnding At08/02/2014 2:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total84 98 1820 0 00 0 01 1 20 0 085 99 18410 85 3 00 0 0 00 0 0 00 1 0 00 0 0 010 86 3 0R T L P 3 0 0 0 0 3 Out 3 0 0 0 0 3 In 6 0 0 0 0 6 TotalBerto Center [E] R 3 0 0 0 0 3 T 0 0 0 0 0 0 L 0 0 0 0 0 0 P 1 1 0 0 0 0 85 72 1570 0 00 0 01 1 20 0 086 73 159Out In TotalCorporate Dr [S]L T R P0 72 0 00 0 0 00 0 0 00 1 0 00 0 0 00 73 0 0Berto Center [W]Total19000019In900009Out10000010900009L000000T000000R000011PTurning Movement Data Plot 4884.900 Berto Center TrafficCorporate @ Berto Center11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate Dr @ BertoSite Code:Start Date: 08/02/2014Page No: 3Turning Movement Peak Hour Data (11:00 AM)Start TimeCorporate DrBerto CenterCorporate DrBerto CenterSouthboundWestboundNorthboundEastboundLeft Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total11:00 AM091010 000000800810001 1911:15 AM08008001110600600010 1511:30 AM2 11 0013 002020 10 0010 10001 2611:45 AM190010 000000400400000 14Total3 37 1041 003130 28 0028 20012 74Approach % 7.3 90.2 2.4-- 0.0 0.0 100.0-- 0.0 100.0 0.0-- 100.0 0.0 0.0---Total %4.1 50.0 1.4-55.4 0.0 0.0 4.1-4.1 0.0 37.8 0.0-37.8 2.7 0.0 0.0-2.7 -PHF0.375 0.841 0.250-0.788 0.000 0.000 0.375-0.375 0.000 0.700 0.000-0.700 0.500 0.000 0.000-0.500 0.712Lights3 37 1-41 003-30 27 0-27 200-2 73% Lights100.0 100.0 100.0-100.0 -- 100.0-100.0 - 96.4 --96.4 100.0 ---100.0 98.6Mediums000-0000-0000-0000-00% Mediums0.0 0.0 0.0-0.0 -- 0.0-0.0 - 0.0 --0.0 0.0 ---0.0 0.0Articulated Trucks 000-0000-0000-0000-00% Articulated Trucks 0.0 0.0 0.0-0.0 -- 0.0-0.0 - 0.0 --0.0 0.0 ---0.0 0.0Bicycles on Road 000-0000-0010-1000-01% Bicycles on Road 0.0 0.0 0.0-0.0 -- 0.0-0.0 - 3.6 --3.6 0.0 ---0.0 1.4Pedestrians---0----1----0----1--% Pedestrians --------100.0---------100.0-- 4884.900 Berto Center TrafficCorporate @ Berto Center11-2 SATGHA MIOGewalt Hamilton Associates Inc.850 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lhinderliter@gha-engineers.comCount Name: Corporate Dr @ BertoSite Code:Start Date: 08/02/2014Page No: 4Peak Hour Data08/02/2014 11:00 AMEnding At08/02/2014 12:00 PMLightsMediumsArticulated TrucksBicycles on RoadPedestriansCorporate Dr [N]Out In Total32 41 730 0 00 0 01 0 10 0 033 41 741 37 3 00 0 0 00 0 0 00 0 0 00 0 0 01 37 3 0R T L P 3 0 0 0 0 3 Out 3 0 0 0 0 3 In 6 0 0 0 0 6 TotalBerto Center [E] R 3 0 0 0 0 3 T 0 0 0 0 0 0 L 0 0 0 0 0 0 P 1 1 0 0 0 0 37 27 640 0 00 0 00 1 10 0 037 28 65Out In TotalCorporate Dr [S]L T R P0 27 0 00 0 0 00 0 0 00 1 0 00 0 0 00 28 0 0Berto Center [W]Total300003In200002Out100001200002L000000T000000R000011PTurning Movement Peak Hour Data Plot (11:00 AM) APPENDIX B Capacity Analysis Worksheets Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph)600 130 60 885 800 350 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)200 0 145 275 Storage Lanes 2 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 1770 3539 3539 1583 Flt Permitted 0.950 0.269 Satd. Flow (perm)3433 1583 501 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)109 380 Link Speed (mph)30 30 30 Link Distance (ft)716 897 370 Travel Time (s)16.3 20.4 8.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)652 141 65 962 870 380 Shared Lane Traffic (%) Lane Group Flow (vph) 652 141 65 962 870 380 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 111221 Detector Template Left Right Left Thru Thru Right Leading Detector (ft)20 20 20 100 100 20 Trailing Detector (ft)000000 Detector 1 Position(ft)000000 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft)6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+ov pm+pt NA NA Perm Protected Phases 45526 Permitted Phases 4 2 6 Detector Phase 455266 Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 10.0 10.0 22.0 22.0 22.0 Total Split (s)50.0 14.0 14.0 90.0 76.0 76.0 Total Split (%)35.7% 10.0% 10.0% 64.3% 54.3% 54.3% Maximum Green (s) 44.0 11.0 11.0 84.0 70.0 70.0 Yellow Time (s)4.5 3.0 3.0 4.5 4.5 4.5 All-Red Time (s) 1.5 0.0 0.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 3.0 3.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time (s)5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)32.4 45.5 98.6 95.6 85.5 85.5 Actuated g/C Ratio 0.23 0.32 0.70 0.68 0.61 0.61 v/c Ratio 0.82 0.24 0.16 0.40 0.40 0.34 Control Delay 59.9 9.6 8.2 10.8 15.6 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 9.6 8.2 10.8 15.6 2.2 LOS EAABBA Approach Delay 51.0 10.6 11.5 Approach LOS D B B Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 21.4 Intersection LOS: C Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Waukegan Rd & Kates Rd Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph)600 130 85 885 800 475 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)200 0 145 275 Storage Lanes 2 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 1770 3539 3539 1583 Flt Permitted 0.950 0.267 Satd. Flow (perm)3433 1583 497 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)109 516 Link Speed (mph)30 30 30 Link Distance (ft)716 897 370 Travel Time (s)16.3 20.4 8.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)652 141 92 962 870 516 Shared Lane Traffic (%) Lane Group Flow (vph) 652 141 92 962 870 516 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 111221 Detector Template Left Right Left Thru Thru Right Leading Detector (ft)20 20 20 100 100 20 Trailing Detector (ft)000000 Detector 1 Position(ft)000000 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft)6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+ov pm+pt NA NA Perm Protected Phases 45526 Permitted Phases 4 2 6 Detector Phase 455266 Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 10.0 10.0 22.0 22.0 22.0 Total Split (s)50.0 14.0 14.0 90.0 76.0 76.0 Total Split (%)35.7% 10.0% 10.0% 64.3% 54.3% 54.3% Maximum Green (s) 44.0 11.0 11.0 84.0 70.0 70.0 Yellow Time (s)4.5 3.0 3.0 4.5 4.5 4.5 All-Red Time (s) 1.5 0.0 0.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 3.0 3.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time (s)5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)32.4 46.3 98.6 95.6 84.7 84.7 Actuated g/C Ratio 0.23 0.33 0.70 0.68 0.60 0.60 v/c Ratio 0.82 0.24 0.22 0.40 0.41 0.44 Control Delay 59.9 9.4 8.6 10.8 16.0 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 9.4 8.6 10.8 16.0 2.5 LOS EAABBA Approach Delay 50.9 10.6 11.0 Approach LOS D B B Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Waukegan Rd & Kates Rd Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph)285 60 55 745 810 270 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)200 0 145 275 Storage Lanes 2 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 1770 3539 3539 1583 Flt Permitted 0.950 0.289 Satd. Flow (perm)3433 1583 538 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)65 293 Link Speed (mph)30 30 30 Link Distance (ft)716 897 370 Travel Time (s)16.3 20.4 8.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)310 65 60 810 880 293 Shared Lane Traffic (%) Lane Group Flow (vph) 310 65 60 810 880 293 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 111221 Detector Template Left Right Left Thru Thru Right Leading Detector (ft)20 20 20 100 100 20 Trailing Detector (ft)000000 Detector 1 Position(ft)000000 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft)6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+ov pm+pt NA NA Perm Protected Phases 45526 Permitted Phases 4 2 6 Detector Phase 455266 Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 10.0 10.0 22.0 22.0 22.0 Total Split (s)40.0 18.0 18.0 90.0 72.0 72.0 Total Split (%)30.8% 13.8% 13.8% 69.2% 55.4% 55.4% Maximum Green (s) 34.0 15.0 15.0 84.0 66.0 66.0 Yellow Time (s)4.5 3.0 3.0 4.5 4.5 4.5 All-Red Time (s) 1.5 0.0 0.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 3.0 3.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time (s)5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)17.1 29.5 103.9 100.9 93.2 93.2 Actuated g/C Ratio 0.13 0.23 0.80 0.78 0.72 0.72 v/c Ratio 0.69 0.16 0.12 0.29 0.35 0.24 Control Delay 61.8 9.3 3.7 4.8 8.1 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.8 9.3 3.7 4.8 8.1 1.3 LOS EAAAAA Approach Delay 52.7 4.7 6.4 Approach LOS D A A Intersection Summary Area Type:Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Waukegan Rd & Kates Rd Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph)285 60 80 745 810 395 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)200 0 145 275 Storage Lanes 2 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 1770 3539 3539 1583 Flt Permitted 0.950 0.287 Satd. Flow (perm)3433 1583 535 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)65 429 Link Speed (mph)30 30 30 Link Distance (ft)716 897 370 Travel Time (s)16.3 20.4 8.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)310 65 87 810 880 429 Shared Lane Traffic (%) Lane Group Flow (vph) 310 65 87 810 880 429 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 111221 Detector Template Left Right Left Thru Thru Right Leading Detector (ft)20 20 20 100 100 20 Trailing Detector (ft)000000 Detector 1 Position(ft)000000 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft)6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+ov pm+pt NA NA Perm Protected Phases 45526 Permitted Phases 4 2 6 Detector Phase 455266 Lanes, Volumes, Timings1: Waukegan Rd & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 10.0 10.0 22.0 22.0 22.0 Total Split (s)40.0 18.0 18.0 90.0 72.0 72.0 Total Split (%)30.8% 13.8% 13.8% 69.2% 55.4% 55.4% Maximum Green (s) 34.0 15.0 15.0 84.0 66.0 66.0 Yellow Time (s)4.5 3.0 3.0 4.5 4.5 4.5 All-Red Time (s) 1.5 0.0 0.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 3.0 3.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time (s)5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)17.1 30.0 103.9 100.9 91.0 91.0 Actuated g/C Ratio 0.13 0.23 0.80 0.78 0.70 0.70 v/c Ratio 0.69 0.16 0.18 0.29 0.36 0.35 Control Delay 61.8 9.2 3.9 4.8 8.7 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.8 9.2 3.9 4.8 8.7 1.5 LOS EAAAAA Approach Delay 52.7 4.7 6.3 Approach LOS D A A Intersection Summary Area Type:Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Waukegan Rd & Kates Rd Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)25 515 20 35 315 60 155 5 160 55 5 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)100 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.994 0.976 0.854 0.878 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1852 0 1770 1818 0 1770 1591 0 1770 1635 0 Flt Permitted 0.427 0.226 0.740 0.644 Satd. Flow (perm)795 1852 0 421 1818 0 1378 1591 0 1200 1635 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)4 19 174 22 Link Speed (mph)30 30 30 30 Link Distance (ft)433 716 213 218 Travel Time (s)9.8 16.3 4.8 5.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)27 560 22 38 342 65 168 5 174 60 5 22 Shared Lane Traffic (%) Lane Group Flow (vph) 27 582 0 38 407 0 168 179 0 60 27 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)24 24 12 12 Link Offset(ft)0000 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft)20 100 20 100 20 100 20 100 Trailing Detector (ft)0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4826 Detector Phase 7 4 3 8 2 2 6 6 Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)8.0 23.5 8.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 30.0 8.0 30.0 22.0 22.0 22.0 22.0 Total Split (%)13.3% 50.0% 13.3% 50.0% 36.7% 36.7% 36.7% 36.7% Maximum Green (s)5.0 24.0 5.0 24.0 16.0 16.0 16.0 16.0 Yellow Time (s)3.0 4.5 3.0 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.0 6.0 3.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 Act Effct Green (s)24.7 19.9 24.7 19.9 16.4 16.4 16.4 16.4 Actuated g/C Ratio 0.48 0.39 0.48 0.39 0.32 0.32 0.32 0.32 v/c Ratio 0.06 0.81 0.11 0.57 0.38 0.29 0.16 0.05 Control Delay 5.9 25.1 6.5 15.7 19.6 5.2 17.0 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 25.1 6.5 15.7 19.6 5.2 17.0 9.3 LOS AC AB BA BA Approach Delay 24.3 14.9 12.2 14.6 Approach LOS C B B B Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 51.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 18.1 Intersection LOS: B Intersection Capacity Utilization 57.6%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Corporate Dr & Kates Rd Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)25 515 55 165 250 60 155 5 160 55 5 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)100 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.971 0.854 0.878 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1835 0 1770 1809 0 1770 1591 0 1770 1635 0 Flt Permitted 0.558 0.187 0.740 0.644 Satd. Flow (perm)1039 1835 0 348 1809 0 1378 1591 0 1200 1635 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)11 24 174 22 Link Speed (mph)30 30 30 30 Link Distance (ft)433 716 213 218 Travel Time (s)9.8 16.3 4.8 5.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)27 560 60 179 272 65 168 5 174 60 5 22 Shared Lane Traffic (%) Lane Group Flow (vph) 27 620 0 179 337 0 168 179 0 60 27 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)24 24 12 12 Link Offset(ft)0000 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft)20 100 20 100 20 100 20 100 Trailing Detector (ft)0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4826 Detector Phase 7 4 3 8 2 2 6 6 Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 PM Peak Hour (5-6pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)8.0 23.5 8.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 30.0 8.0 30.0 22.0 22.0 22.0 22.0 Total Split (%)13.3% 50.0% 13.3% 50.0% 36.7% 36.7% 36.7% 36.7% Maximum Green (s)5.0 24.0 5.0 24.0 16.0 16.0 16.0 16.0 Yellow Time (s)3.0 4.5 3.0 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.0 6.0 3.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 Act Effct Green (s)29.1 22.2 30.2 25.3 16.2 16.2 16.2 16.2 Actuated g/C Ratio 0.51 0.39 0.53 0.45 0.29 0.29 0.29 0.29 v/c Ratio 0.05 0.85 0.57 0.41 0.43 0.31 0.17 0.06 Control Delay 5.6 30.0 14.4 12.4 22.3 5.4 18.7 9.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.6 30.0 14.4 12.4 22.3 5.4 18.7 9.4 LOS AC BB CA BA Approach Delay 29.0 13.1 13.6 15.8 Approach LOS C B B B Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 56.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 71.4%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: Corporate Dr & Kates Rd Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)15 275 5 15 250 60 5 1 20 50 5 15 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)100 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.971 0.857 0.886 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1859 0 1770 1809 0 1770 1596 0 1770 1650 0 Flt Permitted 0.484 0.541 0.744 0.742 Satd. Flow (perm)902 1859 0 1008 1809 0 1386 1596 0 1382 1650 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)2 23 22 16 Link Speed (mph)30 30 30 30 Link Distance (ft)433 716 213 218 Travel Time (s)9.8 16.3 4.8 5.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)16 299 5 16 272 65 5 1 22 54 5 16 Shared Lane Traffic (%) Lane Group Flow (vph) 16 304 0 16 337 0 5 23 0 54 21 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)24 24 12 12 Link Offset(ft)0000 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft)20 100 20 100 20 100 20 100 Trailing Detector (ft)0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4826 Detector Phase 7 4 3 8 2 2 6 6 Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)8.0 23.5 8.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 24.0 8.0 24.0 23.0 23.0 23.0 23.0 Total Split (%)14.5% 43.6% 14.5% 43.6% 41.8% 41.8% 41.8% 41.8% Maximum Green (s)5.0 18.0 5.0 18.0 17.0 17.0 17.0 17.0 Yellow Time (s)3.0 4.5 3.0 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.0 6.0 3.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 Act Effct Green (s)16.1 12.3 16.1 12.3 17.3 17.3 17.3 17.3 Actuated g/C Ratio 0.37 0.29 0.37 0.29 0.40 0.40 0.40 0.40 v/c Ratio 0.04 0.57 0.03 0.63 0.01 0.04 0.10 0.03 Control Delay 7.3 18.0 7.3 18.7 11.0 6.4 11.2 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.3 18.0 7.3 18.7 11.0 6.4 11.2 7.4 LOS AB AB BA BA Approach Delay 17.5 18.2 7.2 10.1 Approach LOS BBAB Intersection Summary Area Type:Other Cycle Length: 55 Actuated Cycle Length: 43.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 16.7 Intersection LOS: B Intersection Capacity Utilization 36.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Corporate Dr & Kates Rd Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)15 275 40 165 250 60 5 1 20 50 5 15 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)100 0 100 0 0 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.981 0.971 0.857 0.886 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1827 0 1770 1809 0 1770 1596 0 1770 1650 0 Flt Permitted 0.558 0.390 0.744 0.742 Satd. Flow (perm)1039 1827 0 726 1809 0 1386 1596 0 1382 1650 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)14 24 22 16 Link Speed (mph)30 30 30 30 Link Distance (ft)433 716 213 218 Travel Time (s)9.8 16.3 4.8 5.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)16 299 43 179 272 65 5 1 22 54 5 16 Shared Lane Traffic (%) Lane Group Flow (vph) 16 342 0 179 337 0 5 23 0 54 21 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)24 24 12 12 Link Offset(ft)0000 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft)20 100 20 100 20 100 20 100 Trailing Detector (ft)0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4826 Detector Phase 7 4 3 8 2 2 6 6 Lanes, Volumes, Timings2: Corporate Dr & Kates Rd 8/17/2014 Saturday Peak Hour (12-1pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)8.0 23.5 8.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)8.0 24.0 9.0 25.0 22.0 22.0 22.0 22.0 Total Split (%)14.5% 43.6% 16.4% 45.5% 40.0% 40.0% 40.0% 40.0% Maximum Green (s)5.0 18.0 6.0 19.0 16.0 16.0 16.0 16.0 Yellow Time (s)3.0 4.5 3.0 4.5 4.5 4.5 4.5 4.5 All-Red Time (s)0.0 1.5 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)3.0 6.0 3.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 Act Effct Green (s)20.3 13.5 23.0 18.8 16.4 16.4 16.4 16.4 Actuated g/C Ratio 0.42 0.28 0.47 0.38 0.34 0.34 0.34 0.34 v/c Ratio 0.03 0.67 0.38 0.47 0.01 0.04 0.12 0.04 Control Delay 6.2 22.4 9.2 13.2 13.8 7.5 14.7 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 22.4 9.2 13.2 13.8 7.5 14.7 8.9 LOS AC AB BA BA Approach Delay 21.7 11.8 8.6 13.1 Approach LOS C B A B Intersection Summary Area Type:Other Cycle Length: 55 Actuated Cycle Length: 48.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 48.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Corporate Dr & Kates Rd HCM Unsignalized Intersection Capacity Analysis3: Corporate Dr & 500 Lot/Site 8/17/2014 PM Peak Hour (5-6pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)130 5 15 511119011601 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 141 5 16 511120711651 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)213 pX, platoon unblocked vC, conflicting volume 175 278 33 263 278 104 66 208 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 175 278 33 263 278 104 66 208 tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %82 99 98 99 100 100 100 100 cM capacity (veh/h) 768 628 1033 653 628 931 1533 1361 Direction, Lane #EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 163 8 104 104 34 34 Volume Left 141 51010 Volume Right 16 10101 cSH 783 678 1533 1700 1361 1700 Volume to Capacity 0.21 0.01 0.00 0.06 0.00 0.02 Queue Length 95th (ft) 20 10000 Control Delay (s)10.8 10.4 0.1 0.0 0.3 0.0 Lane LOS B B A A Approach Delay (s) 10.8 10.4 0.0 0.1 Approach LOS B B Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis3: Corporate Dr & 500 Lot/Site 8/17/2014 PM Peak Hour (5-6pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)130 5 15 5 200 1 15 190 50 150 60 35 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 141 5 16 5 217 1 16 207 54 163 65 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)213 pX, platoon unblocked vC, conflicting volume 656 704 52 644 696 130 103 261 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 656 704 52 644 696 130 103 261 tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %0 98 98 98 31 100 99 87 cM capacity (veh/h) 141 311 1005 311 315 895 1486 1301 Direction, Lane #EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 163 224 120 158 196 71 Volume Left 141 5 16 0 163 0 Volume Right 16 1 0 54 0 38 cSH 157 316 1486 1700 1301 1700 Volume to Capacity 1.04 0.71 0.01 0.09 0.13 0.04 Queue Length 95th (ft) 204 127 1 0 11 0 Control Delay (s)139.5 40.0 1.1 0.0 7.0 0.0 Lane LOS F E A A Approach Delay (s) 139.5 40.0 0.5 5.1 Approach LOS F E Intersection Summary Average Delay 35.7 Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, Timings3: Corporate Dr & 500 Lot/Site 8/17/2014 PM Peak Hour (5-6pm) - Total Traffic (with Traffic Control @ Site) 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)130 5 15 5 200 1 15 190 50 150 60 35 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.987 0.999 0.971 0.979 Flt Protected 0.958 0.999 0.997 0.970 Satd. Flow (prot)0 1761 0 0 1859 0 0 3426 0 0 3361 0 Flt Permitted 0.958 0.994 0.931 0.683 Satd. Flow (perm)0 1761 0 0 1850 0 0 3199 0 0 2367 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)9 48 30 Link Speed (mph)30 30 30 30 Link Distance (ft)234 491 472 213 Travel Time (s)5.3 11.2 10.7 4.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)141 5 16 5 217 1 16 207 54 163 65 38 Shared Lane Traffic (%) Lane Group Flow (vph) 0 162 0 0 223 0 0 277 0 0 266 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm NA Perm NA Perm NA Protected Phases 4 4826 Permitted Phases 8 2 6 Minimum Split (s)20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s)20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (%)33.3% 33.3% 33.3% 33.3% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s)16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.27 0.27 0.27 0.27 v/c Ratio 0.34 0.45 0.31 0.41 Control Delay 19.2 21.9 15.6 18.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 19.2 21.9 15.6 18.2 LOS B C B B Lanes, Volumes, Timings3: Corporate Dr & 500 Lot/Site 8/17/2014 PM Peak Hour (5-6pm) - Total Traffic (with Traffic Control @ Site) 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 19.2 21.9 15.6 18.2 Approach LOS B C B B Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.45 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Corporate Dr & 500 Lot/Site HCM Unsignalized Intersection Capacity Analysis3: Corporate Dr & 500 Lot/Site 8/17/2014 Saturday Peak Hour (12-1pm) - Existing Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)51111112011251 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)51111112211271 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)213 pX, platoon unblocked vC, conflicting volume 45 55 14 42 55 11 28 23 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 45 55 14 42 55 11 28 23 tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %99 100 100 100 100 100 100 100 cM capacity (veh/h) 949 834 1062 953 834 1066 1583 1591 Direction, Lane #EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 8 3 12 12 15 15 Volume Left 511010 Volume Right 110101 cSH 945 942 1583 1700 1591 1700 Volume to Capacity 0.01 0.00 0.00 0.01 0.00 0.01 Queue Length 95th (ft)100000 Control Delay (s)8.8 8.8 0.7 0.0 0.5 0.0 Lane LOS A A A A Approach Delay (s)8.8 8.8 0.3 0.3 Approach LOS A A Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis3: Corporate Dr & 500 Lot/Site 8/17/2014 Saturday Peak Hour (12-1pm) - Total Traffic 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)511520051520501502535 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)511521751622541632738 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)213 pX, platoon unblocked vC, conflicting volume 530 481 33 423 473 38 65 76 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 530 481 33 423 473 38 65 76 tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %98 100 100 99 50 99 99 89 cM capacity (veh/h) 238 427 1034 468 431 1025 1535 1521 Direction, Lane #EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 8 228 27 65 177 52 Volume Left 5 5 16 0 163 0 Volume Right 1 5 0 54 0 38 cSH 288 438 1535 1700 1521 1700 Volume to Capacity 0.03 0.52 0.01 0.04 0.11 0.03 Queue Length 95th (ft) 2 73 1090 Control Delay (s)17.8 21.8 4.5 0.0 7.1 0.0 Lane LOS C C A A Approach Delay (s) 17.8 21.8 1.3 5.5 Approach LOS C C Intersection Summary Average Delay 11.7 Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, Timings3: Corporate Dr & 500 Lot/Site 8/17/2014 Saturday Peak Hour (12-1pm) - Total Traffic (Traffic Control @ Site) 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)511520051520501502535 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.981 0.997 0.912 0.975 Flt Protected 0.966 0.999 0.991 0.965 Satd. Flow (prot)0 1765 0 0 1855 0 0 3199 0 0 3330 0 Flt Permitted 0.966 0.997 0.899 0.736 Satd. Flow (perm)0 1765 0 0 1852 0 0 2902 0 0 2540 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)1 2 54 38 Link Speed (mph)30 30 30 30 Link Distance (ft)234 491 472 213 Travel Time (s)5.3 11.2 10.7 4.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)511521751622541632738 Shared Lane Traffic (%) Lane Group Flow (vph)07002270092002280 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm NA Perm NA Perm NA Protected Phases 4 4826 Permitted Phases 8 2 6 Minimum Split (s)20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s)18.0 18.0 22.0 22.0 20.0 20.0 20.0 20.0 Total Split (%)30.0% 30.0% 36.7% 36.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 14.0 14.0 18.0 18.0 16.0 16.0 16.0 16.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s)14.0 18.0 16.0 16.0 Actuated g/C Ratio 0.23 0.30 0.27 0.27 v/c Ratio 0.02 0.41 0.11 0.32 Control Delay 17.0 19.3 9.2 16.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 17.0 19.3 9.2 16.1 LOS BBAB Lanes, Volumes, Timings3: Corporate Dr & 500 Lot/Site 8/17/2014 Saturday Peak Hour (12-1pm) - Total Traffic (Traffic Control @ Site) 8/12/2014 Berto Center Redevelopment Synchro 8 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 17.0 19.3 9.2 16.1 Approach LOS BBAB Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.41 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Corporate Dr & 500 Lot/Site changes