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2018-09-17 - Ordinance 2018-043 - APPROVING AMENDMENT TO ORD 06-07, PLAT OF SUB, VARIATIONS FOR 185 MILWAUKEE AVEORDINANCE NO. 2018 — 043 AN ORDINANCE APPROVING AN AMENDMENT TO ORDINANCE 2006-7 WITH A PLAT OF SUBDIVISION AND VARIATIONS TO THE ZONING ORDINANCE AND SIGN CODE FOR THE PROPERTY AT 185 N MILWAUKEE AVENUE VILLAGE OF BUFFALO GROVE, COOK AND LAKE COUNTIES, ILLINOIS True North Energy, LLC- Proposed Gas Station and Convenience Store at 185 N Milwaukee Avenue WHEREAS, the Village of Buffalo Grove is a Home Rule Unit by virtue of the Illinois Constitution of 1970; and, WHEREAS, the Property located at 185 N Milwaukee Avenue Plaza (hereinafter referred to as the "Property") is improved with an existing restaurant; and, WHEREAS, Village Ordinance No. 2006-7 approved a rezoning to the B3 Planned Business ) District for the Property; and, WHEREAS, True North Energy, LLC (hereinafter referred to as the "Petitioner") has a contract to purchase the Property. The Petitioner is proposing to demolish the existing restaurant and construct a new Shell gas station and convenience store and, WHEREAS, the Petitioner has filed a petition requesting amendment to Ordinance 2006-7 with a plat of subdivision and approval of the following variations to the Zoning Ordinance and Sign Code; Zoning Ordinance a) A Variation to Section 17.44.040 of the Zoning Ordinance reducing the required building and parking lot setbacks, as depicted in Exhibit `B' ; and, b) A Variation to Section 17.44.040 of the Zoning Ordinance reducing the required perimeter and landscaping setbacks as depicted in Exhibit `B"; and, c) A Variation to Section 17.32.020 of the Zoning Ordinance to allow an accessory structure in the front and side yards as depicted in Exhibit `B"; and, d) A Variation to Section 17.36.040 of the Zoning Ordinance to allow for a reduction to the minimum number of parking spaces for a retail establishment; and, Sign Code a) A Variation to Chapter 14.16 of the Sign Code to exceed the maximum allowable number of canopy signs as depicted in Exhibit `B"; and, 4 b) A Variation to Chapters 14.20 of the Sign Code to allow an Electronic Vehicle Fuel Sign to exceed the maximum height and size of the digital display as depicted in Exhibit `B". WHEREAS, the proposed improvements and variations require amendment to Ordinance 2006-7 for the Property, and Petitioner has requested said amendment pursuant to the following exhibits: EXHIBIT A Petitioner's and Owner's Acceptance and Agreement concerning Development approval EXHIBIT B Complete Plan Set EXHIBIT C Minutes from the September 5, 2018 Planning & Zoning Commission Meeting WHEREAS, the Village Planning & Zoning Commission conducted a public hearing on September 5, 2018 concerning the petition; and, WHEREAS, the Planning & Zoning Commission made a finding and determined that the testimony and exhibits presented by the Petitioner at the public hearing demonstrated support for the amendment, plat of subdivision and requested variations of the Zoning Ordinance and Sign Code, as represented in the minutes attached as Exhibit "C' ; and, WHEREAS, the Planning & Zoning Commission voted 7 to 0 to recommend approval of the amendment and variations to the Zoning Ordinance and Sign Code; and, WHEREAS, the President and Board of Trustees of the Village of Buffalo Grove have determined that the amendment and variations to the Zoning Ordinance and Sign Code as set forth in the exhibits hereto will allow appropriate development of the Property and will be compatible with adjacent properties. NOW, THEREFORE, BE IT ORDAINED BY THE PRESIDENT AND BOARD OF TRUSTEES OF THE VILLAGE OF BUFFALO GROVE, COOK AND LAKE COUNTIES, ILLINOIS: Section 1. This ordinance is made pursuant to and in accordance with the Village's Zoning Ordinance and the Village's Home Rule powers. The preceding whereas clauses are hereby incorporated herein. Section 2. The Corporate Authorities hereby adopt a proper, valid and binding ordinance approving the development for the Property including variations to the Zoning Ordinance and Sign Code, with the following conditions: 1. The proposed development shall be developed in substantial conformance to the plans attached in Exhibit `B". 3 2. The final engineering plans shall be submitted in a manner acceptable to the Village. 3. Fire hydrant locations shall be reviewed and approved by the Fire Department. 4. A final plat of subdivision shall be revised in a manner acceptable to the Village. The plat shall include a cross access easement to the property immediately to the south of the site in a manner and form acceptable to the Village. The existing water and sanitary sewer service for the restaurant shall be properly abandoned per Village requirements. 6. Prior to the issuance of a building permit, the petitioner shall grant the necessary easements to allow for future shared cross access to the property immediately to the south of site in a manner and form acceptable to the Village. 7. The final landscape plan shall be revised in a manner acceptable to the Village. 8. An IDOT permit shall be obtained prior to the issuance of a Certificate of Occupancy. The plat of vacation shall be revised in a manner acceptable to the Village. The terms and conditions associated with the vacation of the St. James Circle shall be approved by the Village Board. 10. All terms and conditions associated with Ordinance 2006-7 shall remain in effect, except for those which may be amended as part of this petition. Section 3. The terms and conditions of approval set forth in Village Ordinance 2006-7 shall remain in full force and effect unless specifically modified by this Ordinance. Section 4. This Ordinance shall be in full force and effect upon the submittal of the executed Petitioner's and Owner's Acceptance and Agreement, Exhibit "A" of this Ordinance. This Ordinance shall not be codified. AYES: 5 —Berman, Stein Ottenheimer, Weidenfeld Smith NAYES: 0 - None ABSTAIN: 1 -Johnson PASSED: September 17, 2018. APPROVED: 'September 17 2018. F... �M Beverly Suss an, Village President 4 S EXMBIT A True North Energy, LLC- Proposed Gas Station and Convenience Store at 185 N Milwaukee Avenue Petitioner's Acceptance and Aereemeait concerning, approval of Aeveloument True North Energy, LLC do hereby accept and agree to abide by and be bound by each of the terms, conditions and limitations set forth in Ordinance 2018-043 duly passed and approved by the Village of Buffalo Grovo, IL approving an ordinance for the Property to allow construction of the proposed development. True North ergy, LLC Title: �' � �� EXHIBIT B — Plan Set True North Energy, LLC- Proposed Gas Station and Convenience Store at 185 N Milwaukee Avenue Zu� ih,a 01„; 0 Iv °,m k)11.1 r IV II^4 � w C,,fvi (i-r,Ivr;�„ruv � vl' �,Lf l f,lit;,. ',11r,�1 "v{xi3pUa I'IY Table of Contents I. Project Narrative......................................................1 II. Rendering Set a. Front Canopy Rendering.............................................3 b. Left Side Canopy Rendering........................................4 c. Rear Canopy Rendering..............................................5 d. Right Side Canopy Rendering......................................6 e. Site Views..................................................................7 f. Material Listing...........................................................13 III. Architectural Plan Set a. Floor Plan..................................................................15 b. Building Elevation Plan...............................................16 c. Front and Rear Canopy Plan........................................17 d. Right and Left Canopy Plan.........................................18 IV. Survey Plats a. Plat of Subdivision......................................................19 b. Plat of Vacation..........................................................21 V. Civil Plan Set a. Title Sheet.................................................................22 b. Existing Conditions and Demolition Plan ......................23 c. Site Dimensional and Paving Plan................................24 d. Grading Plan..............................................................25 e. Utility Plan.................................................................26 f. Soil Erosion and Sediment Control Plan ........................27 g. Soil Erosion and Sediment Control Plan Details.............28 h. Construction Details...................................................29 i. Construction Specifications..........................................31 VI. Landscape Plan Set a. Landscape Plan..........................................................32 b. Landscape Details......................................................33 c. Landscape Specs........................................................34 VII. Exterior Lighting Plans a. Title Sheet.................................................................35 b. Luminaire Summary...................................................36 c. Product Detail and Placement......................................37 d. Illumination Mapping..................................................38 e. Lighting Details..........................................................39 VIII. Signage Plans a. Gas Price Sign............................................................40 b. Building Sign..............................................................41 IX. Due Diligence Items a. Competition Map........................................................42 b. Conceptual Future Site Plan........................................43 c. Traffic Study..............................................................44 d. Truck Turn Exhibit......................................................99 e. Existing Impervious Area Exhibit.................................103 f. Proposed Impervious Area Exhibit................................104 zinhiard Consulting lting 9C,10 Woodlands, nPm k;vwo"ay, Vernon I- d1 s, fll not s 60061 - 8,17 i34.55,50 - m anhwral r,u;arn ,1.�AIX) 1 11I V I',II-:")/m), I I`,1:1iIh� wl, I "G,,(/'va ,/Vi,`:I1,rl`s,ll\I G N "�I�"�' truenorth was founded in i999, when the family owned Lyden company formed an equityjoint venture with Shell Oil Company. The Lyden Company, now known as True North Holdings, has been in the business for 99 years, with both the 3rd and 4th generations' leading growth and development. Through its company operations, truenorth provides fuel and convenience retailing to customers at -iio locations, while providing fuel to another -zoo independent dealers. Through all of the knowledgeable, hardworking and dedicated employees, they offer each customer Fast, Friendly, and Clean stores. truenorth has specifically selected Buffalo Grove to be the home of their next Chicagoland Gasoline and Convenience location due to the community attractiveness and strong strategic fit with its brands. The truenorth and Shell brands are positioned as premium brands, which both aspire to achieve quality through all they deliver .... the materials used to construct the facilities, overall appearance inside and out, fuel and convenience products provided and great staff delivering Fast, Friendly and Clean service to each customer. The Southeast corner of Milwaukee and Riverwalk is a currently operated as Wooil Restaurant. The property cannot be expanded due to Cell Tower Leases entered by former owners of the property. The proposal will require building setback variations. The project will meet the parking code when taking into consideration, over half of those entering the convenience store will leave there car parked at the gasoline dispensers. truenorth will purchase and intends to hold the property in fee. truenorth will construct a 3500 square foot convenience store building primarily composed of natural materials, brick and limestone, with a pitched shingle roof. The fueling forecourt will include 6 gasoline dispensing units with ability to fuel lz vehicles simultaneously, covered with a canopy displaying Shell's clean globally recognized image. Clean LED lighting is utilized on both the interior and exterior of the facility. All surfaces will be composed of concrete, with no asphalt used on the site. 1 This project would create accretive tax revenue for the Village of Buffalo Grove. Based on Buffalo Grove's share of the Lake County Sales Tax and the home rule tax, Buffalo Grove's estimated revenue will be between $125-15ok annually when mature (after 24 months), largely dependent on the extremely volatile price of fuel. For safety, cleanliness, competitive and economic reasons, the site operating hours would be twenty-four (24) hours a day and seven (7) days a week. The project would require the ability to sell beer and wine to compete with other Buffalo Grove and surrounding community convenience store offerings. True North holds over too beer and wine licenses currently and understands the extreme responsibility which comes with this privilege. As it relates to any age restricted item, our approach starts with training, but we also employ strict zero tolerance policies and even employ self -initiated third party programs to insure all of our staff are complying with our policies. Related to competition to the South, the heavily traveled Milwaukee Avenue corridor is underserved relative to fuel with convenience due to the Lake/Cook Tax Line. The closest location South of the proposed fuel and convenience development on Milwaukee Avenue is a Gas Depot 5.5 miles away and estimated to take 13-15 minutes driving one way. This supply gap, created by the tax line, creates increased demand for fuel and convenience and Buffalo Grove is able to benefit by capturing the excess demand. Traveling Northbound on Milwaukee, from the Lake Cook Line there is only 1 other competitor (Speedway) located on the Eastside of Milwaukee all the way until a Marathon in Lincolnshire, over 3 miles away. On the West side of Milwaukee, there is another Speedway. With the new Woodman's there will be a fueling opportunity West of Milwaukee on Deerfield Road. Consumers shopping at Mass Retailers are destination shoppers, so while Woodman's will pull from a large geography from the big box, their fuel offering is not expected to have a significant impact on convenience retailers along the Milwaukee Corridor. Buffalo Grove is losing Premium Seeking customers to Lincolnshire and possible even Vernon Hills as each offer Premium Branded Fuel opportunities for consumers. 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Cabinet Elevation Scale: 318" = V 16" LED 8" LED 15 3/4" [400mm] Side View Illllllll lllllllllkllllllllll lllllllll°°III° IIIIIIIIIIIIIIIIIIIII h"I'lllll1111II II IIIIIII lllllll VISUAL COMMUNICATIONS www.FederalHeath.com 1500 North Bolton r Jacksonville, Texas 75766 19031589-2100 r Fax 19031589-2101 Manufacturing Facilities: Oceanside - Euless - Jacksorii- Columbus Office Locations: Oceanside - Las Vegas- Laughlin - Idaho Falls Euless - Jacksonville - Houston - San Antonio Corpus Christi - Grafton - Milwaukee Willowbrook - Louisville - Indianapolis - Columbus Cincinnati - Westerol6- - Knex,rille - Tunica Atlanta - Tampa - Daytona Beach - Winter Park Building Quality Signage Since 1901 Revisions: z 3 4 5 G AccountR.p: Dan Hull Project Manager. Sally Boyce DrawnBy: Mike Lees Project / Location: THE BUFFALO GROVE, IL RVI Evolution GLOBAL UndeRNrlters BO O ELELENTS USE LISTED OeC coRODENTS TO USE UL SHALL MET L Laboratories lnG. i ALL N.E.C. STANDARDS ALL ELL Cl'HI CAL SIGNS ARE I CCMPLV WI iH U.L. 48 AND AH 1'ICLt 660 CIE 1'HE N_t_C_ S1'ANDAHDS. INCLUDING 1'HE PHCP tH GHCUNDING AND BCNDING CIE ALL SIGNS_ erIf Approval/Dare: This original drawing is provided as part of a planned project and is nor to be exhibited, copied or reproduced without the written permission of Federal Heath Sign Company LLC or its authorized agent. © 2008 Colors Depicted In This Rendering May Not Match Actual Material Finishes. Refei To Product Samples For Exact Color Match. Job Number: 177765 Date: 10.12.17 °1 65 leFile Name: { Sheet Number: I Of Me I Design Number: _ 2 j 6 \ ± E 6-E p / G (0 Cl) z 0 o a ° ( n ■ # ] E _ g E 2 n k . _ � (\\ § /CO \ =k§ m »m= CL 7 E / %33 \ :@E co\/\ 5 n e— \ > U) = o e 0 o% =�=s 0 _j ]S 55=oe o-2=& -i2 �7k5 n Competition Map CansemaQn I)eerfi6d Pwrk Area DIstrict Golf COLIJTS4� R&vIIInII IGreen: "Ol (];0ur0,ry C�, Wo,tD MAST P"d Riverwoods Dwl Ed R,,,j Ch&wy C[-iase jjjj(�?31) &M N. i CC) rU t ry alub " courll�y PC r gr� Pmerve I A a CmA Rd, cis F1'lotami alom WDo ds,,, Spalmnads Cc u n Vy Clu Jele Rd �y [)unde,e Rd Wheehing Dam No, I , , b z Woods East t h c a g 0 NUssion Ws Oz Rd Vllludz Rd VU 11 Hnitz Rd, ExemdNe "Country Chiba. z �7 a 1,60 Rd MOWN E Pahtne Rd E VIV,&� Mow MI MOW Wi Iate l� n s ra r) e Prospect ca"n1p, ""IeDroll"A'N't Rej Aillis,,o,n Vlilcwds Agak NNS HW&,,:,� blelghts Lake Avenue z G-7 o e WOW Gas Depot 42 1191HX3 311S ivnld3NOO •'� ��Ilw�l''I'� HIV Ili u4• SIONI� "� III `3AOdO Oltlddfl9 dll 0 3OtlIA w s • r p H1dON 3f1d1 z a N m This report summarizes the methodologies, results, and findings of a traffic impact study conducted by Kenig, Lindgren, O'Hara, Aboona, Inc. (KLOA, Inc.) for a proposed gas station to be located in Buffalo Grove, Illinois. The site, which is currently occupied by Wood Restaurant, is located in the southeast quadrant of the intersection of Milwaukee Avenue (US 45) with Riverwalk Drive/Columbus Parkway. As proposed, the site will be developed with a full -service gas station with 12 passenger vehicle fueling positions and an approximately 3,500 square -foot convenience store. Access to the development will be provided via the existing right-in/right-out access drive off Milwaukee Avenue and via the existing full movement access drive off Riverwalk Drive, both of which currently serve the site. The purpose of this study was to examine background traffic conditions, assess the impact that the proposed development will have on traffic conditions in the area, and determine if any roadway or access improvements are necessary to accommodate traffic generated by the proposed development. Figure 1 shows the location of the site in relation to the area roadway system. Figure 2 shows an aerial view of the site area. The sections of this report present the following: 0 Existing roadway conditions 0 A description of the proposed development Directional distribution of the development traffic 0 Vehicle trip generation for the development 0 Future traffic conditions including access to the development 0 Traffic analyses for the weekday morning and weekday evening peak hours 0 Recommendations with respect to adequacy of the site access and adjacent roadway system Traffic capacity analyses were conducted for the weekday morning and evening peak hours for the following conditions: 1. Existing Conditions — Analyze the capacity of the existing roadway system using existing peak hour traffic volumes in the surrounding area. 2. Projected Conditions — Analyze the capacity of the future roadway system using the projected traffic volumes that include the existing traffic volumes, ambient area growth not attributable to any particular development, and the traffic estimated to be generated by the full buildout of the proposed development. Proposed (J'as Station 1'qillo Illinois AIM0 Ken icp.,Lindy ren, O"Hara,Ahoana.,l nc. 45 PR jr, Hleqaf Civernas Lihcolinslfw<a 5 & JMPX ApWk�sw Jurm Ra 11-1 f "'I t v r, I I iu j1h SI,`,hOd oury C 1, a," f u I v Chevy fCha�31,, C�oulry (,,kubf edway ftlgruvm; leadquvt�,,??. 0 SITE CI r- II Rid, V1 aa n H I Hil I Chic-agaI 'Execl"Arve A 1, P VY, Ket R s Site Location Figure I Proposed (J'as Slatioll I'LOA Bqffi lilig,Lindq re n, O'Hara,Ab..n.j n�h lo 6'rove, Willois 2 Ken 46 Aerial View of Site Location Figure 2 Proposed (J'as Statioll Bq/ lido (J'rove, Willois /[, A Ken ig,Lind q re n, 00 'Hara,Ab..n., nc. 47 Existing transportation conditions in the vicinity of the site were documented based on field visits conducted by KLOA, Inc. in order to obtain a database for projecting future conditions. The following provides a description of the geographical location of the site, physical characteristics of the area roadway system including lane usage and traffic control devices, and existing peak hour traffic volumes. Site L.,oc;al on The site, which is currently occupied by Wood Restaurant, is located in the southeast quadrant of the intersection of Milwaukee Avenue (US 45) with Riverwalk Drive/Columbus Parkway. Land uses in the area include 301 Riverwalk Place Apartments to the north, the Riverwalk office development and the Des Plaines Valley Animal Hospital to the south, and Mi Mexico Restaurant, Beyer Dental & Associates, LTD., and Chevy Chase Country Club to the west. It should be noted that the Speedway gas station located in the northeast quadrant of the intersection of Milwaukee Avenue with Riverwalk Drive currently provides 16 fueling positions and a convenience store and is served by a full movement access drive off Riverwalk Drive located approximately 200 feet east of Milwaukee Avenue and via two right-in/right-out access drives off Milwaukee Avenue. Existing Roadway System Characteristics The characteristics of the existing roadways near the development are described below and illustrated in Figure 3. Milwaukee Avenue (US Route 45) is generally a north -south arterial roadway that in the vicinity of the site provides three through lanes in each direction separated by a raised landscaped median. At its signalized intersection with Riverwalk Drive/Columbus Parkway, Milwaukee Avenue provides an exclusive left -turn lane, three exclusive through lanes and an exclusive right -turn lane on the northbound approach and an exclusive left -turn lane, two exclusive through lanes and a shared through/right-turn lane on the southbound approach. Both legs of the intersection provide standard style crosswalks with pedestrian countdown signals. Milwaukee Avenue is under the jurisdiction of the Illinois Department of Transportation (IDOT), is classified as a Strategic Regional Arterial (SRA), carries an annual average daily traffic (AADT) volume of 30,600 vehicles (IDOT AADT 2015) and has a posted speed limit of 40 miles per hour. Riverwalk Drive is an east -west local roadway that serves the Riverwalk office building, the 301 Riverwalk apartments, and the Speedway gas station. This roadway extends from the Lake Cook Road westbound exit ramp to Milwaukee Avenue and provides one through lane in each direction. At its signalized intersection with Milwaukee Avenue, Riverwalk Drive provides dual left -turn lanes and a shared through/right-turn lane. The west leg of this intersection is Columbus Parkway which serves the residential homes on the west side of Milwaukee Avenue. At its signalized intersection with Milwaukee Avenue, Columbus Parkway provides an exclusive left -turn lane and a shared through/right-turn lane. Both the east and west legs of this intersection provide standard style crosswalks with pedestrian countdown signals. Riverwalk Drive and Columbus Parkway are under the jurisdiction of the Village of Buffalo Grove. Riverwalk Drive has a posted speed limit of 30 miles per hour and Columbus Parkway has a posted speed limit of 25 miles per hour. Propose d (J'as Station . � J\ d lido '� 66 1lli� ois 4 c / • • m Existing Traffic Volumes In order to determine current traffic conditions in the vicinity of the site, KLOA, Inc. conducted peak period traffic counts utilizing Miovision Scout Collection Units on Thursday, August 3, 2017 during the weekday morning (7:00 to 9:00 A.M.) and evening (4:00 to 6:00 P.M.) peak periods at the intersection of Milwaukee Avenue with Riverwalk Drive/Columbus Parkway. The results of the traffic counts indicated that the weekday morning peak hour of traffic occurs from 7:30 A.M. to 8:30 A.M. and the weekday evening peak hour of traffic occurs from 4:45 P.M. to 5:45 P.M. For the intersection of Riverwalk Drive with the access road serving 301 Riverwalk Place apartments, the turning movements were estimated based on the size of the development (90 units). Figure 4 illustrates the existing peak hour traffic volumes. Copies of the traffic count summary sheets are included in the Appendix. Crash Analysis KLOA, Inc. obtained crash data for the past five years (2011 to 2015) for the intersection of Milwaukee Avenue with Riverwalk Drive/Columbus Parkway and Table 1 summarizes the crash data for this intersection. A review of the crash data indicated that there were no fatalities reported. Table 1 ROCKTON ROAD WITH WILLOWBROOK ROAD — CRASH SUMMARY Year Angie Head On Object Type of Crash Rear End Frequency Sideswipe Turning Other Total 2011 1 1 1 4 1 1 1 • 2012 1 1 1 3 1 4 1 • 2013 1 1 1 • 1 1 1 2014 3 1 1 3 1 5 1 12 2015 1 1 1 4 1 1 1 • 1 20 Average < 1 < 1 1 DISCLAIMER: The motor vehicle crash data referenced herein was provided by the Illinois Department of Transportation. Any conclusions drawn from analysis of the aforementioned data are the sole responsibility of the data recipient(s). Proposed (J'asSlatioll lido (J'rolv' Illinois A KIW ' "A � 'J Kenig.,Lindg ren,G'H 0,a Ab..S e, Iraq... 50 51 In order to properly evaluate future traffic conditions in the surrounding area, it was necessary to determine the traffic characteristics of the proposed development, including the directional distribution and volumes of traffic that it will generate. Proposed Site a.nd Development Plan As proposed, the site will be redeveloped with a gas station with 12 passenger vehicle fueling positions and an approximately 3,500 square -foot convenience store. Access to the proposed gas station will continue to be provided via the following: A modification to the existing full movement access drive off Riverwalk Drive located approximately 375 feet east of Milwaukee Avenue and aligned opposite the access roadway serving the 301 Riverwalk Place. This access drive will be widened to better accommodate fuel delivery vehicles but will continue to provide one inbound lane and one outbound lane and outbound movements should be under stop -sign control. An existing right-in/right-out access drive off Milwaukee Avenue located approximately 200 feet south of Riverwalk Drive. This access drive will continue to provide one inbound lane and one outbound lane that will be restricted to right -turn movements only via the existing raised landscape median along Milwaukee Avenue. Outbound movements from this access drive should be under stop -sign control. Right -turns onto the access drive will continue to be accommodated by the northbound right -turn lane that extends from the intersection of Milwaukee Avenue with Riverwalk Drive beyond this access drive. As site plan depicting the proposed development layout and access is included in the Appendix Directional Distribution The directions from which patrons and employees of the proposed gas station will approach and depart the site were estimated based on existing travel patterns, as determined from the traffic counts. Figure 5 illustrates the directional distribution of the development -generated traffic. Peak. Hour Traffic Volumes The number of peak hour trips estimated to be generated by the proposed gas station were based on trip generation rates published by the Institute of Transportation Engineers (ITE) in Trip Generation Manual, 9 h Edition. It is important to note that surveys conducted by ITE have shown that approximately 60 percent of trips made to gas stations are diverted from the existing traffic on the roadway system. This is particularly true during the weekday morning and evening peak hours when traffic is diverted from the home -to -work and work -to -home trips. Such diverted trips are referred to as pass -by traffic. As such, a 60 percent pass -by reduction was applied to the trips projected to be generated by the proposed gas station. Table 2 summarizes the trips projected to be generated by the proposed gas station. Propose d (J'as Station ICL '441\ Bq/ 66 T�� a�)L g Kenig,Undcgren,O'Ha,a,Aboo a,InQ illo 52 J Q z U O Z Y H LU LU LL S Q LL ►i uj Z 0 Z LU H LU LU Z o > L) 1.L LU coVJ J z d O W X �� xw m � m vx T ryii 1 1y , o „ U W A� f P w c cn o . o ca = 9 53 Table 2 PROJECTED SITE -GENERATED TRAFFIC VOLUMES 945 Gas Station with Convenience Store 61 61 122 (12 Fueling Positions) 60016 Pass -By Reduction -37 -37 -74 Total New Trips 24 24 48 Proposed (J'as'Statioll lido (j)-mv, Illinois 81 81 162 -49 -49 -98 32 32 64 AKA 1Kenig.,Lindg ren,G'H 0,a Ab..S e, Iraq... 54 The total projected traffic volumes include the existing traffic volumes, increase in background traffic due to growth, and the traffic estimated to be generated by the proposed subject development. The estimated weekday morning and evening peak hour traffic volumes that will be generated by the proposed development were assigned to the roadway system in accordance with the previously described directional distribution (Figure 5). Figure 6 illustrates the traffic assignment of the new passenger vehicle trips and Figure 7 illustrates the pass -by trips generated by the proposed development. Background (No -Build) Traffic Conditions The existing traffic volumes (Figure 4) were increased by a regional growth factor to account for the increase in existing traffic related to regional growth in the area (i.e., not attributable to any particular planned development). Based on ADT projections provided by the Chicago Metropolitan Agency for Planning (CMAP) in a letter dated August 28, 2017 a total increase of approximately 6 percent (one percent per year) for six years (buildout year plus five years) was applied to the through volumes along Milwaukee Avenue to project Year 2023 conditions. A copy of the CMAP 2040 projections letter is included in the Appendix. Total hroJected Traffic Volumes The development -generated traffic (Figures 6 and 7) were added to the existing traffic volumes accounting for background traffic volumes to determine the Year 2023 total projected traffic volumes as illustrated in Figure 8. Proposed (J'asSlatioll AKA 1Kenig.,Undg ren,G'H O,a Ab..S e, Iraq... 55 H O Z '" w Irot2l) . * Pas+ yv" yl1 w W G Q o co LO LO O M Z) O O Y Y Q Q �.- w r^� 0- V V z Z z Z w Z O w w > w p p J Y Y W W ME ca = 12 56 H O Z '0" w t ► 111 .00 r; W G Q o co LO LO O M Z) O O Y Y Q Q �.- w r^� 0- V V z_ Z z Z w z O w w > LLI Y Y W W ME ca = 13 57 H O Z k VN �yp� r yl1 w W G Q O co LO LO O M Z) O O Y Y Q Q �.- w r^� 0- V V z_ Z z Z T- w z 0 w w}LLI J Y Y W W w N O U (B U N O 0 (0 M 0 N L C6 O i 14 58 The following provides an evaluation conducted for the weekday morning and weekday evening peak hours. The analysis includes conducting capacity analyses to determine how well the roadway system and access drives are projected to operate and whether any roadway improvements or modification are required. Traffic Analyses Roadway and adjacent or nearby intersection analyses were performed for the weekday morning and evening peak hours for the existing (Year 2017) and Year 2023 total projected traffic volumes. The traffic analyses were performed using the methodologies outlined in the Transportation Research Board's Highway Capacity Manual (HCM), 2010 and analyzed using the HCS 7 computer software. The analysis for the traffic -signal controlled intersections were accomplished using field measured cycle lengths and phasings to determine the average overall vehicle delay and levels of service. The analyses for the unsignalized intersections determine the average control delay to vehicles at an intersection. Control delay is the elapsed time from a vehicle joining the queue at a stop sign (includes the time required to decelerate to a stop) until its departure from the stop sign and resumption of free flow speed. The methodology analyzes each intersection approach controlled by a stop sign and considers traffic volumes on all approaches and lane characteristics. The ability of an intersection to accommodate traffic flow is expressed in terms of level of service, which is assigned a letter from A to F based on the average control delay experienced by vehicles passing through the intersection. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for signalized intersections and unsignalized intersections are included in the Appendix of this report. Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) for the existing and Year 2023 total projected traffic conditions are presented in Tables 3 and 4. A discussion of each intersection follows. Summary sheets for the capacity analyses are included in the Appendix. Proposed (J'as Station AKA 1Kenig.,Undg ren,G'H O,a Ab..S e, Iraq... 59 00 d I > - 00 H d d GO 7t O 00 M W GO W H I I I I cz c c A� P U 1 iiuqslxat 1 1 • 1 1 1 t t U Q CD Q0 Table 4 CAPACITY ANALYSIS RESULTS — UNSIGNALIZED Existing Conditions Riverwalk Drive with Full Movement Access Drive • Southbound Approach A 9.1 B 13.4 • Eastbound Left -Turns A 7.5 A 9.1 Projected Conditions Milwaukee Avenue with Right-In/Right-Out Access Drive • Northbound Approach B 13.4 C 23.2 • Southbound Approach A 9.1 B 13.3 • Eastbound Left -Turns A 7.5 A 9.7 • Westbound Left -Turns A 8.0 A 7.4 Riverwalk Drive with Full Movement Access Drive 0 Westbound Approach C 18.1 C 23.2 LOS = Level of Service Delay is measured in seconds. Proposed (J'asSlatioll Bqlido (N)"mv, Illinois 17 �S�rng,Li dgren,CTHara.Gpo na,lnc. , � 61 Discussion and Recommendations The following summarizes how the intersections are projected to operate and identifies any roadway and traffic control improvements necessary to accommodate the development -generated traffic. Milwaukee Avenue with Riverwalk DrivelC'olumbus Parkways The results of the capacity analysis indicate that overall this intersection currently operates at level of service (LOS) A during the weekday morning peak hour and at LOS B during the weekday evening peak hour. It should be noted that the eastbound and westbound approaches currently operate at LOS E during both peak hours and that the westbound left -turn phase operates at LOS F during both peak hours. This level of service is due to the limited amount of green time allocated to these approaches during the peak hours and the operation of left -turn movements under a protected phase only. Under Year 2023 conditions, this intersection overall is projected to continue operating at existing levels of service with increases in delay of approximately one second during both peak hours. Furthermore, the northbound and southbound approaches are projected to operate at LOS A during the weekday morning peak hour and at LOS B during the weekday evening peak hour with increases in delay of less than one second. Additionally, the eastbound and westbound approaches are projected to continue operating at LOS E during both peak hours with increases in delay of approximately three seconds or less. During the weekday morning peak hour, the 95' percentile queues for the northbound are projected to be approximately 80 feet which will not extend beyond the location of the right-in/right-out access drive and the 95 h percentile queues for the westbound left -turns are projected to be approximately 130 feet which will not extend to the location of the full movement access drive and can be accommodated within the left -turn lane storage provided. During the weekday evening peak hour, the 95' percentile queues for the northbound are projected to be approximately 240 feet which will extend beyond the location of the right-in/right-out access drive, however these queues are projected to clear every signal cycle, allowing vehicles to egress the site. The 95 h percentile queues for the westbound left -turns are projected to be approximately 300 feet which will extend to but not beyond the location of the full movement access drive. Furthermore, the 95 h percentile queues for the westbound through/right-turn lane are projected to be 420 feet which extend beyond the location of the proposed access drive. These queues are likely to clear the access drive with every green phase, allowing northbound left -turn vehicles to egress the site. As such, the proposed development traffic will have a limited impact on the operations of this intersection and no roadway improvements or signal modifications will be required. Proposed (J'as Station Bqillo 66 Illinois 18 �S�rng,Li dgren,CTHara.Gpo na,lnc. , � 62 Riverwalk Drive with Fall Movement .Access Drive The results of the capacity analysis indicate that the southbound approach currently operates at LOS A during the weekday morning peak hour and at LOS B during the weekday evening peak hour. Under Year 2023 conditions, the southbound approach is projected to continue operating at LOS A during the weekday morning peak hour and at LOS B during the weekday evening peak hour with limited increases in delay. Outbound movements from the proposed full movement access drive are projected to operate at LOS B during the weekday morning peak hour and at LOS C during the weekday evening peak hour with 95 h percentile queues of one to two vehicles. Furthermore, eastbound and westbound left -turns onto are projected to operate at LOS A during both peak hours with 95 h percentile queues of one to two vehicles. As previously indicated, the 95'h percentile westbound approach queues at the intersection of Milwaukee Avenue with Riverwalk Drive are projected to extend to or beyond, the location of this access drive during the weekday evening peak hour. In the event that westbound left -turn queues temporarily obstruct outbound left -turn movements, there is approximately 230 feet of storage along the access drive to accommodate outbound vehicles, without obstructing on -site circulation, until the next westbound green phase in which these queues will likely clear the access drive. As such, the proposed full movement access drive will be adequate in accommodating the traffic projected to be generated by the proposed development and will provide efficient and flexible access. Milwaukee Avenue with Right-InlRight-Out Access Drive The results of the capacity analysis indicate that westbound right -turn movements onto Milwaukee Avenue from the right-in/right-out access drive are projected to operate at LOS C during the weekday morning and weekday evening peak hour with 95 h percentile queues of one to two vehicles which will not impact the on -site circulation of the proposed gas station. As previously indicated, the northbound queues at the intersection of Milwaukee Avenue with Riverwalk Drive are projected to extend beyond the location of this access drive during the weekday evening peak hour. However, these queues are projected to clear with every northbound green phase. As such, the proposed right-in/right-out access drive will be adequate in accommodating the traffic projected to be generated by the proposed development and will provide efficient and flexible access. Proposed (J'asSlatioll �bd� illo 66 Illinois I9 �S�rng,Li dgren,CTxlwqq�h' 63 Based on the preceding analyses and recommendations, the following conclusions have been made: The traffic projected to be generated by the proposed gas station will be reduced due to the volume of pass -by traffic generated by the gas station. The site generated traffic will have a limited impact on the operations of the signalized intersection of Milwaukee Avenue with Riverwalk Drive and no roadway improvements or signal modifications will be required. The proposed access system will be adequate in accommodating the traffic projected to be generated by the proposed development and will provide efficient and flexibly access. Propose d (J'as Station Bqillo (J'rol6 v, Illinois 20 �S�rng,Li dgren,CTHara.Gpo na,lnc. , � Appendix Traffic Count Summary Sheets Site Plan CMAP 2040 Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets Proposed m Gas a Station /Clow � �.,� lido �,W�r66ve, Illinois I�p wtu�,N, iiacl ¢�,r�o't.43 htl.ar:x, �'4l,itataw�.lr7 e;. 65 Traffic Count Summary Sheets Proposed Bqlido �,W��"66ve, Illinois Koch q,N indGroot,O'H ar:x,Akioona.lri[%, 3 O O M C O O (D M _O N V N 02 N y. O 5 ¢ W E A 02 = N _ W CCO 5 J N gp- C O LO CO N Y (np �— w C M M M m m W M M OM m r O M N O N O ¢� N a � L � O v 0 L_ N 3 (n L r (O r � M M M M O N N O N N OM N V N �O OJ r M N O O O O r O O O M (O V O O V M V N N N O l0 O O N O O N N N W O 0 0 V N pj O O O O 6f6 p.0 ¢� OJ N M M O) M V M M V M N M M M M OJ M O N O �O OJ O O r M p (fl N O) p N M a O�u� N O O N a O �0 _ M O) J M O O (O O O O N O M O O O O O O O O N O O O O M N V 0 _ 0 O o 0 0 0 0 O O O O O l0 �O M r �O OJ OJ O ¢ H w V V V �O M M N V V V (fl i0 O M N O O n. m.. m m. or 0 . co m o o >� >> � H O O O O O O O O O O N M O O M V � 0 _ 0� 0 0 0 0 O O O O O J C M O M O M O M O M O O O O O O 0 0 0 0 0 0 0 0 0 0 0.6 662 0 O O O O r (O OJ V O N (O OJ r M N V N r r O 0 0 O O O O O ¢ H N M a L O o O O O O O O 0 j6 w t O O N M 0 0 0 0 0 O O O O O O O O O O M co co O O N r tp O O O M �vj O O O O O O O � U O M J C O O O O O O O O O O 0 0 0 0 0 0 O 0 0 0 M 0 N 0.. rn pj N N O W N 0 o O 0 O 0 O 0 O O O . O O O O . O O O O N N N N N O o C d B o O C ¢¢¢¢ r¢¢¢¢ r a a a a r a a a a r L O ~ r r r r O OJ OJ OJ OJ O 6 6 O ¢ o 0 U U) o �¢ 2 o m o a Q0 3 c O O -O O N V U7 O N O'er m Q w O c a N� Co0 = N O,S DN 0) U1 r 01= Cc: C > ✓A J N (o gp- 0 N E NO N Y 0 w C) AM 1 _ cu cu O 2 u ^ ^W LL `) O O L C OJ OJ r r M p N _ O) _ QH M V M M O V m O M N M N O O a O 0 L N o o O � rn rn r o o rn v r o N o o� w O o O o � O O O O O) O o O O p.Y6 QH N OJ M N M O M O) M W O M m r 0 M M N O O O a O � O � p 0 O (O N N O O QW o O O O Yd L fop O 3 Z L M � N w rn M r �ci M of V w r N ri r O o N v ri M M W N O O o � _ � o O O 0 0 O O O O O O O 6 m Q H V M M O M oR O O) N N (O (O O O O O O O a L > .O 0 C � O V p _ V V N M N r O M N B M n m p 00 p 00 0 a > � O O � O � � � N O � � O c� O c� O c� O � C � � co o w `o rn o coo O O O r o w co 0 0 �-� QH N O M M r O M m O O N O O O O a L f6 C d' o O O o O O O O w a E 6 O o r M 0 J C � M N O O O O O O O O O O O O O O O O Q Q Q Q f6 f6 0 L 01 O O~ N Y B Y O f6 f6 C M V O r r w w O= O d J - 0] C C O U z Q~ N "6 Q o o a U m a in ! : W m 7� ,It _ \ O 0 � k @ a_ ? @ E @ > 0 � 0 E ./ / N-k 7 H 7 1 c� §§§§§'m/§&`Okk S»2Gt=2 §) °_°_°___.. /f# \o �\}\\\\\\\\\\\\ / < §))2('S/§¥33°S 3=6.. }\;_;_;_;.. � : „ tee.;\eg=;=;=;_;.. \{2=2=2.. \)/_____;;)_._._._._... ) 777E-�®= );\/:\] ` - )### f ° < /® - e Prop as, ed as, Station Bql lillo Orove, Illinois Site Plan ACLhKe cl 99, L im Ig r o pi, 0 4IYtDC)Tu ,sl1 a� 70 IIHIHX3 A183dO8d IVNOIII00tl 9iii v n Willi oow•.,� w a c a �.�� SIONIIII'3nOa�0 OltlddnH d0 3�Otlllln - � r Hl8ON 3nal Q uuuuuuuuuuuumuuumuuuuuuuuuuuuuum i uuumuuuuuuuuuuuuu uuu�Auuuuuuuuuu I s IIIVW IIII��JJJJ�� R„uuuuuuuuumTMA"'.uuw iumuuuuuuuuu \'-\ III IVJJpJWuu i II �No I I ad r i_ na pp a, i 0 S 0 g w¢ �I �I ICI I i I � CMAP 2040 Projections Letter Proposed Gas, Station firzv4o�h Bd�lillo �,W�"66ve, Illinois Kocltq,NindGroot.43 72 1 Chicago Metropolitan Agency for Planning Brendan S. May Consultant Kenig, Lindgren, O'Hara and Aboona, Inc. 9575 West Higgins Road Suite 400 Rosemont, IL 60018 Subject: Milwaukee Avenue (IL 21) @ Riverwalk Drive IDOT Dear Mr. May: In response to a request made on your behalf and dated August 28, 2017, we have developed year 2040 average daily traffic (ADT) projections for the subject location. Current AD' Year 2040 ADT Milwaukee Ave (IL 21)} C Riverwalk Dr 30,600 _..........._....._......._.._........3$,5 0 0 ........... __.. Traffic projections are developed using existing ADT data provided in the request letter and the results from the March 2017 CMAP Travel Demand Analysis. The regional travel model uses CMAP 2040 socioeconomic projections and assumes the implementation of the GO TO 2040 Comprehensive Regional Plan for the Northeastern Illinois area. If you have any questions, please call me at (3I2) 386-8806. Sincerely, 9, P— -, - �- Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis cc, Quigley 0DOT) s:lAdminGroupslResearchAnalysis'4TrafficFnre,;asis ,CY20MBuffaloGmvella-32- VNI&I2.17.docx Level of Service Criteria Proposed Wh Bqlido �,W��"66ve, Illinois Koch q,N indGroot,O'H ar:x,Akioona.lri[%, 74 LEVEL OF SERVICE CRITERIA A Favorable progression. Most vehicles arrive during the <_10 green indication and travel through the intersection without stopping. B Good progression, with more vehicles stopping than for >10 - 20 Level of Service A. C Individual cycle failures (i.e., one or more queued vehicles >20 - 35 are not able to depart as a result of insufficient capacity during the cycle) may begin to appear. Number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. D The volume -to -capacity ratio is high and either progression >35 - 55 is ineffective or the cycle length is too long. Many vehicles stop and individual cycle failures are noticeable. E Progression is unfavorable. The volume -to -capacity ratio >55 - 80 is high and the cycle length is long. Individual cycle failures are frequent. F The volume -to -capacity ratio is very high, progression is >80.0 very poor, and the cycle length is long. Most cycles fail to clear the queue. Unsignalized Intersections Level of .•- Total Delay A 0-10 B > 10 - 15 C >15-25 D >25-35 E > 35 - 50 F > 50 Source: Highway Capacity Manual, 2010. Proposed us'Statioll Bql ALOIS PWAWH.,.„ AIYt ono, l 11 75 Capacity Analysis Summary Sheets Proposed Gas, Station Bql lillo Orove, Illinois firzvh Ke cl 99, L im Ig r o pi, 0 4IYtDC)Tu ,sl1 a� 76 HCS7 Signalized Intersection Input Data General Information Agency KLOA, Inc. Analyst BSM Analysis Date Jurisdiction IDOT Time Period Urban street Milwaukee Avenue US ( Anal sisYear Y Intersection Milwau1ee Avenue wit„ Flie Name Proiect Descriotion AM EXlstlnd 1eak Hour Demand Information Demrand (M)'weh/n t Intersection Information Duration, h 0.25 ig 28, 2017 Area Type Other Peak Hour PHF o 94 t17 11, Analysis Perod 1> 7 00 l°l"w"""a°ukee°°°""w"""ith°°°°R°ire°rwalk°°° AMEX XUS WB NB SB R L T R L T R L T R 25 125 1 41 5 1199 204 115 1402 3 Signal Information I Cycle, s 120.0 Reference Phase 2 „, 77 k 11A i AOffset, s, 0 Reference Point Begin Green 3.0 1.9 80.4 1.1 7.5 Uncoordinated No Simult. Gap I On Yellow 3 5 0 0 4 5 3 5 3 5",',"",',,"",',,',,""I Force Mode Fixed Simult. Gap N/5 On Red 0.5 0.0 1.5 1.0 1.0 1.5 Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 9 3 25 125 1 41 5 1199 204 1111111111111111 15 1402 3 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s ........ )... veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv)... % 0 4 6 17 2011111111111111111 7 3 5 5 Ped /Bike / RTOR... /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (A7) 3 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W)... ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 125 0 240 1111111111111 0 165 0 270 200 0 0 Grade (Pg), /0 0 0 0 0 S peed Limit, mi11 p 25 25 25 30 30 30 40 40 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (G,,aX) or Phase Split, s 13.0 42.0 13.0 42.0 13.0 52.0 13.0 52.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 Red Clearance Interval ( R�), s 1.0 1.5 1.0 1.5 0.5 1.5 0.5 1.5 Minimum Green ( G,,m), s 4 8 4 8 3 15 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (P7), s 4.0 5.0 4.0 5.0 2.5 7.0 2.5 7.0 Recall Mode Off Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes Yes Yes Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian ciearance Tlme PC S (PC), o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Multimodal Information EB WB NB SB 85th %S'll""I'll""I'll",'ll""I'll""I'll",,,'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""IlI peed / Rest in Walk / Corner Radius "I'l""I'll""I'll,,'ll""I'l,"",',,",',,""I'lI "I'l""I'll""I'll'll""I'll""I'll",,'ll""I'll'I 0 No "I'l""I'll""I'll'll""I'll""I'll",Ill""I'll"ll"""'ll""I'll",'ll""I'll""I'll",'ll""I'll'I 25 0 "I'l""I'll""I'll'll""I'll""I'll"'ll""I'll""I No "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll'I 25 "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll'I "I'l""I'll""I'll'll""I'l,"",',,",,,""I'll"'I 0 No "I'l""I'll""I'll'll""I'll""I'll",Ill""I'll"'I 25 "I'll'I'll""I'll'll""I'll""I'll",'ll""I'll""IlI "I'l""I'll""I'll'll""I'll""I'll""I'll""I',,",I 0 No "I'l""I'll""I'll'll""I'll""I'll","I 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 StreetWidth / lS°land / Curb 0 0 No 0 0 No 0 0 No 0 0 No Vl ,it Outside � Bike Lane � Shoulder ft 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian Sl nal o u le°d""' Pa°rkln 9 p 9 No 0 5o No 0 96 No 0 5o No ............. 50 a:ipyii!IgIli Vo>2017thilviis!Iit2cif IIIIaii!I!Idia, All1IIRig Ili its IlRe iiaividll. 11NCS711w Stieliialt Viru slon"7.1 eneiaoi,Kik:8128120173:33::33II1:'"INN 77 ........................................................................................................................................................................................................................................................................................ HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency "IlAnalyst KLOA, Inc. Duration, h 0.25 BSM Analysis Date Aug 28, 2017 Area Type Other Jurisdiction ' DOT Time Period AM Peak Hour PHF 0.94 49 Urban Street Milwaukee Avenue (US... Analysis Year 2017 Analysis Period 1> 7 00 'ntersectlon Milwaukee Avenue wit„ FIIe Nae Milwaukee with R1iiiVealk AEX XUS Pll""I'll,��,�,�,�,�,�,�,�,�,�,�,�,�,�,�,�,�,�'ll""I'll""I'll",'ll""I'll""I"ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll'','ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",Ill""I'll"'I roject Description AM Existing Peak Hour Demand Information EB WB NB SB pproach Movement "IlA�� L T R L T R L T R L11111111111111111111111 .... T R Demand V weh/h ( ), 9 3 25 125 1 41 5 1199 204 115 14R 3 l�� lllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllfllllllllllllllllllllllllllllllllllllllllllllllllllltllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Signal �� `� �� Cycle, s 120 0 Reference 7 ..w1 I ��':'�' It , , *-"� �� :. ffset, s Reference Pome B 9in Green 3.0 1.9 8 1.1 � 1.1 7 5 , , UOncoord,inated No Simult. GapE/ ��W On Yellow 3.5 0 0 4.�� 5 3.�5 3�� 4�� 5 �%� Force Mode Fixed Simult. Gap N/S On Re„d 0.5 0.0„ 1.5 1.0 1.0 1.5 6 ° , r Timer Results EBL EBT sm WBL WBT NBL NBT SBL SBT "IllAssigned Phase 7 4 3 8 5 2 1 6 Case Number 2.0 4.0 2.0 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 5.6 13.5 11.2 1911 .1 7.0 86.4 8.9 88.3 Change Period, ( Y+R � ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 5.2 6.4 5.1 6.4 3.5 0.0 3.5 0.0 ueue Clearance T'me s s Q (g ), 2 6 4 2 6 7 5 5 21 4 0 Green Extension Time e S (g ), O o 0 5 01 o s O o O o 0 3 O o Phase Ca'' Probability Y 0 27 0 94 0 99 1 00 1 00 1 00 Max Out Probability 0.35 0.00 I 1.00 0.00 0.00 0.00 ��l�� Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R "IllAssigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 10 30 45 5 1276 217 122 997 498 "Ill133 Adjusted Saturation Flow Rate ( s ), veh/h/In 1810 1586 1675 1402 1527 1717 1572 1739 1826 1824 Queue Service Time (g s ), s 0.6 2.2 4.7 3.5 0.1 4.7 5.3 2.6 4.4 4.5 Cycle Queue Clearance Time ( g � ), s 0.6 2.2 4.7 3.5 0.1 4.7 5.3 2.6 4.4 4.5 Green Ratio (g/C ) 0.01 0.06 0.06 0.11 0.69 0.67 0.73 0.71 0.69 0.69 C11 apacity (c ), veh/h 16 99 187 153 289 3450 1141 398 2504 1251 Volume -to -Capacity Ratio (X) 0.581 0.300 0.711 0.291 0.018 0.370 0.190 0.307 0.398 0.398 Back of Queue ( Q ), ft/In ( 95 th percentile) 21.1 44.8 103.9 68 2 59.2 72.6 40.3 56.7 62.9 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.8 1.7 4.0 2.4 0.1 2.2 2.8 1.6 2.2 2.5 Q11 ueue Storage Ratio ( RQ ) ( 95 th percentile) 0.17 0.00 0.43 0.00 0.01 0.00 0.27 0.20 0.00 0.00 Uniform Delay ( d i ), s/veh 59.2 53.7 55.7 49.2 5.7 2.4 5.2 5.5 1.8 1.8 Incremental Delay ( d2 ), s/veh 38.6 3.5 8.7 2.2 0.0 0.3 0.4�l"'�l�'Il�l"�""�"�""�"�"�,,�''l�Il�""�I�l""� 0.3 0.5 0.9 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Contro' Dela d s/ven Y( ) 97 9 57 3 64 4 �"I',��,��."�� 51 4 5 7 2 7 5 0 5 9 2 3 2 8 Leve' of Service LOS F E D A A A A A roac'� De'a s/ve'� / LOS pp Y 07 2 i E 01 1 E 3 1 A 2 7 iA) A Intersection Delay, s/veh / LOS I��'��l��"��"�lI 6.8 A ll,ll,,,�l��l��,��,��,��,��l��l��,��l��l��,��l��l��,��l��l��,�l' ��l�� Multimodal Results EB WB NB SB ""II'lll","I'll""I1'"ll'll""I'll""I'll",'ll""I'll""I'll",'"ll""I"'ll Pedestrian LOS Score / LOS 2 4 �� C ��'�� 3 2 ��.��l�� C 2 4 B 2 2 B ll"I"I"ll""I'll""I'll","'l"I'll",'ll""I'll",'ll""I'll'"ll""I,''llll",'ll""I"'lIl""I'"llI"'l,l'll""I'll""I'll" B'c c'e LOS Score r LOS ,��, Y �� 0 6 A 0,8 A 1.3 A 1 4 A a:ipyii!IgIli V o>2017 thilviru li9:2 cif II IIaii!I!Iclla, All1 IIRig Ili Its IlRe iiaivi dll. 11NCS711w Stieliialt Viru sloin 7.1 eineiaoi,Kk: 812812017 3:33::33II1:1INN HCS7 Signalized Intersection Intermediate Values General Information Intersection Information Agency KLOA, Inc. Duration, h 0.25 Analyst BSM Analysis Date Aug 28, 2017 Area Type Other jurlsdlctlon IDOT Tlme Perloo AM Peak Hour PHF 0 94 Urban Street Milwaukee Avenue (US... Analysis Year 2017 Analysis Penod 1 7.00 Intersection Milwau1ee Avenue wit„ Flie Na e MIIwaU1ee with Rive alk AMEX xus Pro ect Description 1 p AM°°°°EX°lstln Peak Hour 9 Demand Information EB A roach Movement L T Demand (w),weh/h llllsllllllllllllllllgllllllllllllllllllllllllllllllllllllllllllllllllllllllllllfllllllllllllllllllllllllllllllllllllllllllllllllllltllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll 9 3 Cycle, s 120 0 Reference Phase 2 Offset, s 0 Reference Point Begin 3.0 Uncoordinated No Simult. Gap E/W °°°S°lmult. On Yellow FRed ""'3"""'5""""" Force Mode Fixed Gap N/S On 0.5 WB R,1111111111111 L T R 25��l 125141 NB SB LTR L T R 511992041151401 3 1.9 80.4 1.1 �W li.i I T5 Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (f,) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (firv9) 1.000 0.969 1.000 0.953 0.867 1.000 0.844 0.945 0.977 0.961 0.961 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fnn) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IllArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 0.971 1.000 1.000 1.000 0.908 1.000 1.000 1.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right -Turn Adjustment Factor (fRT) 0.862 0.862 0.851 0.851 0.000 0.847 0.999 0.999 Left -Turn Pedestrian Adjustment Factor (fipn) 1.000 1.000 1.000 1.000 Right -Turn Ped-Bike Adjustment Factor (fRpn) 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (fWZ) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1810 170 1416 3350 33 1368 1527 5151 1572 1739 5464 12 Proportion of Vehicles Arriving on Green (P) 0.01 0.06 0.06 0.06 0.11 0.11 0.03 0.89 0.67 0.04 0.91 0.69 Incre'me'ntat 'Deta Factor k Y O 015 0 23 0 20 013 0 0s""' 0 50 0 50 0 0s 0 50 0 50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL) 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Green Ratio /C (g ) 0 01 0 05 0.06. 05 11 0.11. 0.69. 69 0.67. 67 71 0.71. 0 69 Permitted Saturation Flow Rates wehnln 0 0 0 0 301 0 424 0 Shared Saturation Flow Rate (ssn)... veh/h/In Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 80.4 0.0 80.4 0.0 Permitted Service Time (g ), s 0.0 0.0 0.0 0.0 75.8 0.0 75.6 0.0 Permitted Queue Service Time (gps), s 0.1 1.9 Time to First Blockage (gr), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (grs), s Protected Right saturatioh Flow sR wehnrin 9 ( ), 1572 Protected Right htEffective GreenTlme R s 9 (g ), 6 7 Multimodal EB WB NB SB Pedestrian FW / Fv 2.644 0.00 2.545 0 1.710 0.00 1.557 0.00 Pedestrian Fs l Fdeay 0.000 0.159 IIIIIIIII.00 0.006 0.155 �l 0.000 0.075 0.000 �l 0.071 Pedestrian Mc.erl MAW I'll",'ll,'ll""I'llI 'll""I'll,'ll""I'll""IlI Blc pie c �b l"I'l""I'll""�I'll'll-"1"I'll""I��'ll":,'ll"�"�I'�2ll""I'll"��, 52 72 21811l"" 4711 133100 0 54 137134 5 93YBlc Y cle F FV3040 06 3 04 019 3 04 0 s2 3 04 0 s9 a:olli 11ghV o>2017 Uiniviru silP:2 aiF II IIaii11iclla, A1111 II''4Ii3hits a esiiaiivi,mdl 11 NCS 7` Stieliialt ViNisilo in 7.1 eineiaoi,Kk: 812812017 3:33::33II1:1INN 79 --- Messages --- No errors or warnings exist. --- Comments --- cillp2u!IgIli V o>2017 Uiniviru lity cif II I11aiii!Iclla, All II IIRig Ili Its Il esiaiviacl 11 NCS711w Shi elialts Viruloin "7 1 eineiabi,Kk: 812812017 3:33::33II1:11M HCS7 Signalized Intersection Input Data General Information Agency KLOA, Inc. Analyst BSM Analysis Date Jurisdiction IDOT Time Period Urban street Milwaukee Avenue US ( Anal sis Year Y Intersection Milwau1ee Avenue wit„ Flie Name Proiect Descriotion PM EXlstlna Peak Hour Intersection Information Duration, h 0.25 ug 28, 2017 Area Type Other M Peak Hour PHF 0 95 D17 11, Analysis Period 1 7 00 l°l""w"""a°u°kee°°°""w"""th°°°°R°lve°rwalk°°° PMEXxus Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand v veh/h 4 0 11 357 3 314 33 1001 78 32 1511 4 SigInformation �� .... /� y 0 ."i 1 120 a � Offset, s incoordinated�� No ,Reference Po me �� p W Be ",n g On Green 3.0 Yellow 3.5ll 67.2 4.5 0.5 3.5 10.5 3.5 l��I' 13.8 ��I' 0.0 I �%� � Fo Fixed Simult. Gap I O�n Red 0.5 1 5 1.6 1 0 1.5 0.0 ; � ° � Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v)... veh/h 4 0 12 357 3 314 33 1607 78 32 1511 4 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s ........ )... veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv)... % 0 0 2 1 0 3 5 0 3 Ped /Bike / RTOR... /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (A7) 3 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W)... ft 12.0 12.0 12.0 12.0 121111111 12.0 12.0 12.0 12.0 Turn Bay Length, ft 125 0 240 "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll'I ''I'll,.0 165 0 270 200 00Grade (Pg), /0 0 l�,�,�,�,�,�'ll""I'll""I'll",'ll""I'll""I'll",llI �,�� 0 0 S eed Limit mire p , 11 25 25 30 3 30 40 40 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (G,,aX) or Phase Split, s 13.0 32.0 23.0 42.0 13.0 51.0 14.0 52.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 Red Clearance Interval ( R�), s 1.0 1.5 1.0 1.5 0.5 1.5 0.5 1.5 Minimum Green ( G,,m), s 4 8 4 8 3 15 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (P7), s 4.0 5.0 4.0 5.0 2.5 7.0 2.5 7.0 Recall Mode Off Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes Yes Yes Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian ciearance Tlme PC S (PC), 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Multimodal Information EB WB NB SB 85th %S'll""I'll""I'll",'ll""I'll""I'll",,,'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll'"'I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll'"'I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll"I peed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 StreetWidth / lS°lava / Curb 0 0 No 0 0 No 0 0 No 0 0 No v ,id Outside � 8°lke �a°ne � s°hould""'er ft 11 5 0 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian Sl nal ou le°"d""' Pa°rkln 9 p 9 No 010 No 0 50 No 0 50 No ............. 50 a:ipyii!IgIli Vo>23fl"74.hilviis!Iit2cif III11Dui'i!Idia, AllIIIIRig Ili its Resiaiviadl 11NCS711w StieliialtsViru slon71 eneiaoi,Kik:8128120175:3 ::33II1:1INN M• ........................................................................................................................................................................................................................................................................................ HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency "IlAnalyst KLOA, Inc. Duration, h 0.25 BSM Analysis Date Aug 28, 2017 Area Type Other Jurisdiction i DOT Time Period PM Peak Hour PHF 0.95 49 Urban Street Milwaukee Avenue (US... Analysis Year 2017 Analysis Period 1> 7 00 Intersection Milwaukee Avenue wit„ FIIe Nae Milwaukee with R1iiiVealk PEX XUS i Project Descripton PM Existing Peak Hour Demand Information EB WB NB SB "IlApproach Movement L T R L T R L T R L T R Demand i� weh/h ( ), 4 0 12 357 3 314 33 1007 78 32 1511 4 Signaln orma c e, s 120.0 Reference ce Phase „„� �i� , I *,� !�-V a t , ,I Offset, s 0 p oint Referencein Ben 9 03.5 5 8 0.0 ated No Simult. Gap E/W O„ Yeeow 3.6 4 52 30 4 5 0%� 0 ) If ForceoMo de Fixed Simult. Gap N/S On Re„d 0.5 1.5 1.0 1.0 1.5 0.0, , ;, ° , Timer Results EBL EBT Em WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 2.0 4.0 2.0 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 5.0 19.8 20.0 34.8 7.0 73.2 7.0 73.2 Change Period, ( Y+R � ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 5.2 6.4 5.1 6.4 3.5 0.0 3.5 0.0 ueue Clearance Time s s Q (g ), 2 3 2 8 14 7 20 0 3 0 2 9 Green Extension Time e S (g ), O o 3 2 0 8 2 8 0 0 0 0 0 0 0 0 Phase Call Probability Y 013 100 I oo � oo oo � oo Max Out Probability 0.16 0.01 1.00 l ......... 0.06 0.00 0.00 Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R "IllAssigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 4 13 376 334 35 1692 82 34 1064 531 Adjusted Saturation Flow Rate ( s ), veh/h/In 1810 1610 1730 1600 1810 1774 1547 1810 1856 1853 Queue Service Time (g s ), s 0.3 0.8 12.7 24.0 1.0 16.8 2.1 0.9 14.1 14.2 Cycle Queue Clearance Time ( g � ), s 0.3 0.8 12.7 24.0 1.0 16.8 2.1 0.9 14.1 14.2 Green Ratio (g/C ) 0.00 0.11 0.13 0.24 0.58 0.56 0.69 0.58 0.56 0.56 Capacity ( c ), veh/h 8 185 448 384 249 2979 1067 224 2077 1037 Volume -to -Capacity Ratio (X) 0.533 0.068 0.840 0.869 0.140 0.568 0.077 0.150 0.512 0.512 Back of Queue ( Q ), ft/In ( 95 th percentile) 11.9 16.1 260.5 411.8 17.3 212 30.3 16.8 201.3 206.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.5 0.6 10.3 16.3 0.7 8.3 1.2 0.7 7.9 8.3 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.10 0.00 .DJ 0.00 0.10 0.00 0.11 0.08 0.00 0.00 Uniform Delay ( d i ), s/veh 59.6 47.4 51.0 43.8 11.5 8.8 6.1 12.2 8.5 8.6 Incremental Delay ( d2 ), s/veh 61.8 0.3 10.8 13.6 0 .2 0.8 0.1 0.2 0.9 1.8 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d ), s/veh 121.4 47.7 a 1.9 57.4 11.7 9.6 6.3 12.4 9.4 10.4 Level of Service LOS (LO11�1111S) F D E E B A A B A B "IllApproach Delay, s/veh / LOS 66.1 E r E 9.5 A 9.8 A Intersection Delay, s/veh / LOS I8" 4 Ep ��l�� Multimodal Results EB WB NB SB Pedestrian LOS Score r LOS 3 4 C 3 3 ��l�� C 2 4 B 2 3 B BIo o'e LOS Scorer LOS Y 0 5 A 1 7 . B 1 5 A 1 4 A a:ipyii!IgIli V o>23fl"7 4 niviru li9:2 cif II I11Dui'i!Iclla, All II IIRig Ili Its Resiaiviadl 11NCS711w Stieliialts Viru sion 7 1 eineiaoiKk: 8/2812017 5:3 ::33II1:'"INN HCS7 Signalized Intersection Intermediate Values General Information Intersection Information Agency KLOA, Inc. Duration, h 0.25 Analyst BSM Analysis Date Aug 28, 2017 Area Type Other JUrsdlctlon IDOT Tlme Perloo PM Peak Hour PHF 0 95 Urban Street Milwaukee Avenue (US... Analysis Year 2017 Analysis Penod 1 7.00 Intersection Milwau1ee Avenue wit„ Flie Na e MIIwaUkee with Rive alk PMEX xus Pro ect Description 1 p PM EX°lstln Peak Hour 9 Demand Information EBF WB NB SB Approach Movement L T T R L T R L T R Demand v veh/h 4 0 3 314 33 1601 78 32 1511 4 Information � � ySig 0 120 vOffset, s No ,Reference Po me �I'l"�� l"�"� p W Be in g On Green 3.0 Yellow 3.5.. 6710.5 4.3 �� 13.8 .�� '�� 0.0�'l"�"�� %�FoceoM�odeed ) Fzed Simult. Gap N/S O�n Red 0.5 1 1 0 �.5 0.0 , , , , 6 , 1 7 , I , Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (f,) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (firv9) 1.000 1.000 1.000 0.984 0.992 1.000 1.000 0.977 0.961 1.000 0.977 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fnn) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IllArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 0.971 1.000 1.000 1.000 0.908 1.000 1.000 1.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right -Turn Adjustment Factor (fRT) 0.847 0.847 0.849 0.849 0.000 0.847 0.999 0.999 Left -Turn Pedestrian Adjustment Factor (fipn) 1.000 1.000 1.000 1.000 Right -Turn Ped-Bike Adjustment Factor (fRpn) 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (fWZ) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1810 0 1610 3459 15 1585 1810 5321 1547 1810 5549 15 Proportion of Vehicles Arriving on Green (P) 0.00 0.00 0.11 0.13 0.24 0.24 0.03 0.75 0.56 0.03 0.75 0.56 Incre'me'ntat Deta Factor k Y O 015 0 23 0 30 011 0 0"s""' 0 50 0 50 0 0s 0 50 0 50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL) 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 green Ratio /C (g ) o 00 011 013 0 24 0 5s" 0 5s 0 58 0 56 Permitted Saturation Flow Rates wehnln 0 ... 0 0 124 0 295 0 Shared Saturation Flow Rate (ssn)... veh/h/In Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 67.2 0.0 67.2 0.0 Permitted Service Time (g ), s 0.0 0.0 0.0 0.0 53.0 0.0 48.4 0.0 Permitted Queue Service Time (gps), s 1.7 2.4 Time to First Blockage (gr), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (grs), s Protected Right Saturation Flow sR wehnrin 9 ( ), 1547 Protected Right nt Effective GreenTlme R s 9 (g ), 15 5 Multimodal EB WB NB SB Pedestrian FW / Fv 2.644 0.00 2.545 0 1.710 0.00 1.557 0.00 Pedestrian Fs l Fdeay 0.000 0.154 IIIIIIIII.00 0.006 0.142 0.000 0.098 0.000 0.098 Pedestrian Mc.erl MAW Bicycle Blc cle � � db 119 84 47 00 479 86 34 55 111914 11 52 1119 45 113 Y cle F� / FV 3 54 0 . 3 54 1 17 3 54 0 99 3 54 0 90 ci1pyi!g1 o (,)2017 Uiniviru lio:y cif a 1ai!!dla, uu 111::41glA uResiaiviadl uN s7' Sitielialts Viru siloin "7.1 eineiaoiKk: 812812017 5::02::0 u1:11 --- Messages --- WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds l.o. --- Comments --- cillp2u!IgIli V o>2017 Uiniviru lity cif II I11aiii!Iclla, All II IIRig Ili Its Il esiaiviadl 11 NCS711w Shi elialts Viruloin "7 1 eineiab:Kll: 812812017 5:3 ::33II1:'"1M HCS7 Signalized Intersection Input Data General Information Agency KLOA, Inc. Analyst BSM Analysis Date Jurisdiction IDOT Time Period Urban street Milwaukee Avenue US ( Ana s,sYear Y Intersection Milwau1ee Avenue wit„ Flie Name Proiect Description AM Projected Peak Hour Demand Information Demrand (M)'weh/nt Intersection Information Duration, h 0.25 ig 28, 2017 Area Type Other Peak Hour PHF 0 94 t23 11, Analysis Perod 1> 7 00 Iwau1ee with Rl�erwalk AM R XUS WB NB SB R L T R L T R��''''''�j L T R 11 153 2 45 5 12 204 143 14 9 3 Signal Information I Cycle, s 120.0 Reference Phase 2 „, 77 k j i A NJ Offset, s, 0 Reference Point Begin Green 3.0 2.7 78.4 1.1 2.2 7.6 Uncoordinated No Simult. Gap I On Yellow 3 5 0 0 4 5 3 5 3 5",',"",',,"",',,',,""I Force Mode Fixed S mult. Gap N/5 On Red 0.5 0.0 1.5 1.0 1.0 1.5 Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 9 4 25 153 2 45 5 1278 204 143 1469 3 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s ........ )... veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv)... % 0 4 6 17 2011111111111111111 7 3 5 5 Ped /Bike / RTOR... /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (A7) 3 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W)... ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 125 0 240 1111111111111 0 165 0 270 200 0 0 Grade (Pg), /0 0 0 0 0 S peed Limit, 'min p 11 25 25 30 30 30 40 40 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (G,,aX) or Phase Split, s 13.0 42.0 13.0 42.0 13.0 52.0 13.0 52.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 Red Clearance Interval ( R�), s 1.0 1.5 1.0 1.5 0.5 1.5 0.5 1.5 Minimum Green ( G,,m), s 4 8 4 8 3 15 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (P7), s 4.0 5.0 4.0 5.0 2.5 7.0 2.5 7.0 Recall Mode Off Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes Yes Yes Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian ciearance Tlme PC S (PC), 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Multimodal Information EB WB NB SB 85th %S'll""I'll""I'll",'ll""I'll""I'll",,,'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""IlI peed / Rest in Walk / Corner Radius "I'l""I'll""I'll,,'ll""I'l,"",',,",',,""I'lI "I'l""I'll""I'll'll""I'll""I'll",,'ll""I'll'I 0 No "I'l""I'll""I'll'll""I'll""I'll",Ill""I'll"ll"""'ll""I'll",'ll""I'll""I'll",'ll""I'll'I 25 0 "I'l""I'll""I'll'll""I'll""I'll"'ll""I'll""I No "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll'I 25 "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll'I "I'l""I'll""I'll'll""I'l,"",',,",,,""I'll"'I 0 No "I'l""I'll""I'll'll""I'll""I'll",Ill""I'll"'I 25 "I'll'I'll""I'll'll""I'll""I'll",'ll""I'll""IlI "I'l""I'll""I'll'll""I'll""I'll""I'll""I',,",I 0 No "I'l""I'll""I'll'll""I'll""I'll",I 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 StreetWidt„ / IS°land / Curb 0 0 No 0 0 No 0 0 No 0 0 No° v ,id Outsl"de � 8°eke Lane � s°fould""'er ft 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian Sl nal oU �e°"d""' Pa°rkln 9 p 9 No 010 No 0 50 No 0 50 No ............. 50 cillp2u!IgIli V o>2017 4 niviru li9:2 cif II IIaii!I!Idia, All1 IIRig Ili its IlRe iiaivi dll. 11NCS711w Stieliialt ViNi' lon "7.1 eineiaoi,Kik: 812812017 5::11 15 II1:1INN ........................................................................................................................................................................................................................................................................................ HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency "IlAnalyst KLOA, Inc. Duration, h 0.25 BSM Analysis Date Aug 28, 2017 Area Type Other Jurisdiction i DOT Time Period AM Peak Hour PHF 0.94 Urban Street Milwaukee Avenue (US... Analysis Year 2023 Analysis Period 1> 7 00 Intersection Milwaukee Avenue wit„ FIIe Nae Milwaukee with R1iiiVealk APR XUS P@I roject Description AM Projected Peak Hour Demand Information EB WB NB SB pproach Movement "IlA�� L T R L T R L T R L . .... T R Demand i weh/h ( ), 9 4 25 153 2 45 5 1278 204 143 1169 3 l�� lllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllfllllllllllllllllllllllllllllllllllllllllllllllllllltllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Signal 11 "� `� � Cycle, s 120 0 Reference It, � �� 1 ffset, s Reference Pome B 9in Green 3.0 2.7 78.4 1.1 � 2.2 7 6 UOncoordi„Hated No Simult. GapE/ �I'll�W On Yellow 3.5 0 0 4.�� 5 3.�5 3�� 4�� 5 -� A Force Mode Fixed Simult. Gap N/S On Re„d 0.5 0.0„ 1.5 1.0 1.0 1.5 r Timer Results EBL EBT Em WBL WBT NBL NBT SBL SBT "IllAssigned Phase 7 4 3 8 5 2 1 6 Case Number 2.0 4.0 2.0 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 5.6 13.6 12.3 2011 .3 7.0 84.4 9.7 87.1 Change Period, ( Y+R � ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 5.2 6.3 5.1 6.3 3.5 0.0 3.5 0.0 ueue Clearance Time s s Q (g ), 2 0 4 2 7 7 5 9 2 1 5 4 Green"'Exte'n'sion "Time e S (g ), O o O s o 1 o s O o O o 0 4 O o Phase CaII Probability Y o 27 O s5 100 1 00 1 00 100 Max Out Probability 0.35 0.00 I 1.00 0.00 0.00 0.00 ��l�� Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R "IllAssigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 10 31 163 50 5 1360 217 152 1044 522 "IllAdjusted Saturation Flow Rate ( s ), veh/h/In 1810 1593 1675 1406 1527 1717 1572 1739 1826 1824 Queue Service Time (g s ), s 0.6 2.2 5.7 3.9 0.1 6.3 5.4 3.4 5.5 5.5 Cycle Queue Clearance Time ( g � ), s 0.6 2.2 5.7 3.9 0.1 6.3 5.4 3.4 5.5 5.5 Green Ratio (g/C ) 0.01 0.06 0.06 0.12 0.68 0.65 0.72 0.71 0.68 0.68 C11 apacity ( c ), veh/h 16 101 217 167 271 3366 1129 378 2469 1233 Volume -to -Capacity Ratio (X) 0.581 0.305 0.752 0.299 0.020 0.404 0.192 0.403 0.423 0.423 Back of Queue ( Q ), ft/In ( 95 th percentile) 21.1 46.4 132.3 75.2 2.1 78 75.5 52.4 69.1 75.6 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.8 1.8 5.0 2.6 0.1 3.0 2.9 2.0 2.7 3.0 Q11 ueue Storage Ratio ( RQ ) ( 95 th percentile) 0.17 0.00 0.55 0.00 0.01 0.00 0.28 0.26 0.00 0.00 Uniform Delay ( d i ), s/veh 59.2 53.7 55.2 48.3 6.3 3.1 5.5 6.0 2.2 2.2 Incremental Delay ( d2 ), s/veh 38.6 3.6 12.8 2.1 0.0 0.4 0.4 0.5 0.5 1.1 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d s/ven ( ) 97 9 57 3 67 9 50 4 6 3 3 4 5 9 6 5 2 7 3 3 Level of Service LOS ( ) F E E D A 11 A A A A A Approach Delay, s/veh r LOS pp 66 9 E 03 8 E 3 8 A 3 2 A Intersection Delay, s/veh / LOS 7.8 A ��l�� Multimodal Results EB WB NB SB Pedestrian LOS Score r LOS 3 4 C 3 3 C 2 4 B 2 2 B Bid ole LOS Scorer LOS Y 0.6 A 0 8 A 1,4 A 1 4 A a:ipyii!IgIli V o>2017 4 niviru li9:2 cif II IIaii!I!Iclla, All1 IIRig Ili Its IlRe iiaivi dll. 11NCS711w Stieliialt Viru sion "7.1 eneiaoi,Kk: 812812017 5::11 15 II1:1INN HCS7 Signalized Intersection Intermediate Values General Information Intersection Information Agency KLOA, Inc. Analyst BSM Analysis Date Jurisdiction IDOT Time Period Urban street Milwau1eeAvenue US ( Anal sIsYear Y Intersection Milwau1ee Avenue wit„ Fiie Name Project Description AM Projected Peak Ho ur Demand Information EB A roach Movement pp L T Demand w weh/h ( ), 9 4 llllsllllllllllllllllgllllllllllllllllllllllllllllllllllllllllllllllllllllllllllfllllllllllllllllllllllllllllllllllllllllllllllllllltllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Cycle, s 120 o Reference P„ase 2 Offset, s 0 Reference Point Begin 0 GreWO5 Uncoordinated No Simult. Gap E/W On Yell" Force Mode Fixed Smult. Gap N/S On Red Duration, h 0.25 ig 28, 2017 Area Type Other Peak Hour PHF 0 94 )23 Analysis Perod 1 7.00 ilwaukee with Rive alk AMPR xus WB NB SB R L T R L T R L T R 11 153 2 45 5 1278 104 141 1469 3 2.7 78.4 1.1 I f2 IT6 Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (f,) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (firv9) 1.000 0.969 1.000 0.953 0.867 1.000 0.844 0.945 0.977 0.961 0.961 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fnn) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IllArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 0.971 1.000 1.000 1.000 0.908 1.000 1.000 1.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right -Turn Adjustment Factor (fRT) 0.866 0.866 0.853 0.853 0.000 0.847 0.999 0.999 Left -Turn Pedestrian Adjustment Factor (fipn) 1.000 1.000 1.000 1.000 Right -Turn Ped-Bike Adjustment Factor (fRpn) 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (fWZ) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1810 220 1374 3350 60 1346 1527 5151 1572 1739 5465 11 Proportion of Vehicles Arriving on Green (P) 0.01 0.06 0.06 0.06 0.12 0.12 0.03 0.87 0.65 0.05 0.90 0.68 Incremental Delay Factor k Y O 015 011 0 28 0 23 0 08 0 50 0 50 0 08 0 50 0 50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL) 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 green Ratio /C (g ) o 01 006 006 012 0.68 0.65 0.71 0 6s Permitted SatUrationFlow Rates weh/nln 0 0 0 0 2s2 0 191 0 Shared Saturation Flow Rate (ssn)... veh/h/In Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 78.4 0.0 79.1 0.0 Permitted Service Time (g ), s 0.0 0.0 0.0 0.0 73.6 0.0 72.1 0.0 Permitted Queue Service Time (gps), s 0.1 4.5 Time to First Blockage (gr), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (grs), s Protected Right sR wehhrin 9 ( ), 1572 Protected RI nt Effective Green111e R s 9 (g ), 7 8 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillilliillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillillilI Multimodal EB WB NB SB Pedestrian FW / Fv 2.644 0.00 2.545 0.00 1.710 0.00 1.557 0.00 Pedestrian Fs l Fdeay 0.000 0.159 0.006 0.154 'll,'ll""I'llI �l 0.000 0.079 0.000 I'll""I'll,'ll""I'll""IlI �l 0.074 Pedestrian Mc.erl MAW BIB ale c�b l"I'l""I'll""�I'll'll-"1"I'll""�I'll":,'ll"�"�I'�8ll""I'll"�§, 12 63 11788 4158 110189 7 21 135213 6 29YBIc Y pie F FV3640 07 3 64 015 3 64 0 "8""'7 3 64 0 94 cillpyii glA o>2017 4 nivirisHy cif II I11aiiiida, A1111 RlglAs Re iiaivi dll. 11 NCS7'" StielaViNi' loin "7.1 eineiaoi,Kk: 812812017 5::11 15 II1:1INN --- Messages --- No errors or warnings exist. --- Comments --- cillp2u!IgIli V o>2017 Uiniviru liPy cif II I11aiii!Iclla, All II IIRig Ili Its Il esiaiviacl 11 NCS711w Shi elialts Viruloin "7 1 eineiabi,Kk: 812812017 5::11 15 II1:11M HCS7 Signalized Intersection Input Data General Information Agency KLOA, Inc. Analyst BSM Analysis Date Jurisdiction IDOT Time Period Urban street Milwau1eeAvenue US ( Ana s,sYear Y Intersection Milwau1ee Avenue wit„ Flie Name Proiect Description PM Projected Peak Hour Intersection Information Duration, h 0.25 ig 28, 2017 Area Type Other Peak Hour PHF 0 95 t23 Analysis Perod 1> 7 00 Iwaukee with ............ e1Walk M R xus Demand Information EB WB NB��j SB A roach Movement L T R L T R L T R L T R Demand ( v ), veh/h 4 2 5 31r331 78 66 1582 4 SCy Signal � 0 r391 !gOffset, 120 s No �� ,Reference Po me �G�� Be �n On Green 3.0 Yellow 3.5 I'll65.6 4.5 0.5 3 �� 11�� %�pFoceoModeed Fzed Simult. Gap N/S On Red 05 1 5 1.0 1. ;, ° , Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v)... veh/h 4 2 12 391 5 319 33 1712 78 66 1582 4 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s ........ )... veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv)... % 0 0 2 1 0 3 5 0 3 Ped /Bike / RTOR... /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (A7) 3 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W)... ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn BLength, ft ay 125 0 240 ,11,111,111,'ll""I'll""I'll",,,�� 0 �� ,,��,,�'ll""I'll""I'll",'ll""I'll 165111111111111111 0 270 200 0 0 Grade (Pg), /0 0 0 0 0 S peed Limit,mlrn p 11 25 25 30 30 30 40 40 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (G,,aX) or Phase Split, s 13.0 32.0 23.0 42.0 13.0 51.0 14.0 52.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 Red Clearance Interval ( R�), s 1.0 1.5 1.0 1.5 0.5 1.5 0.5 1.5 Minimum Green ( G,,m), s 4 8 4 8 3 15 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (P7), s 4.0 5.0 4.0 5.0 2.5 7.0 2.5 7.0 Recall Mode Off Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes Yes Yes Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian ciearance Tlme PC S (PC), 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Multimodal Information EB WB NB SB 85th %S'll""I'll""I'll",'ll""I'll""I'll",,,'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll'"'I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll'"'I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll",'ll""I'll""I'll",'ll"I peed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 StreetWidt„ / IS°Iana /Urp 0 0 No 0 0 No 0 0 No 0 0 No v ,id Outsl"de � 8°eke Lane � s°you"d""'er ft 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian Si nal / Occu ed Parkin 9 p 9 No 0 50 No 0 50 Nc 0 50 No ............. 0 cillp2u!IgIli Vo>23fl"74niviru li9:2cif III11Dui'i!Iclla, AllIIIIRig Ili Its Resiaiviadl 11NCS711w StieliialtsViru sion71 eneiaoiKk:8128120175:33::fl3II1::INN M ........................................................................................................................................................................................................................................................................................ HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency "IlAnalyst KLOA, Inc. Duration, h 0.25 BSM Analysis Date Aug 28, 2017 Area Type Other Jurisdiction ' DOT Time Period PM Peak Hour PHF 0.95 49 Urban Street Milwaukee Avenue (US... Analysis Year 2023 Analysis Period 1> 7 00 'ntersectlon Milwaukee Avenue wit„ FIIe Nae Milwaukee with R1iiiVealk PPR XUS Project Description PM Projected Peak Hour Demand Information EB WB NB SB "IlApproach Movement L T R L T R L T R L T R Demand V weh/h ( ), 4 2 11 391 5 19 33 1712 78 00 1582 4 lllllllllslllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllfllllllllllllllllllllllllllllllllllllllllllllllllllltllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll 9 `W c e, s Reference Phase ��c l""'ll""I'll""I'll,�� I I Ftl� �� , It, , ffset, s 0 Reference oin 'n 9 � BO Green 3.0 0 5 115 3 3,, UOncoord,inated No Simult. Ga E/W n Yellow 3.5 0.0 4 55 5 3 4 5 ) Force Mode Fixed Simult. Gap N/S On Re„d 0.5 0.0„ 1.5 1.0 1.0 1.5 1 6 , ° . 7 , r Timer Results EBL EBT sm WBL WBT NBL NBT SBL SBT "IllAssigned Phase 7 4 3 8 5 2 1 6 Case Number 2.0 4.0 2.0 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 5.0 19.3 21.1 3511 .3 7.0 71.5 8.1 72.6 Change Period, ( Y+R � ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 5.2 6.3 5.1 6.3 3.5 0.0 3.5 0.0 ueue Clearance T'me s s Q (g ), 2 3 3 0 1 0 2 5 3 0 4 0 Green Extension Time e S (g ), O o 3 2 o s 2 8 O o O o 0 1 O o Phase Ca'' Probability Y 011 100 100 1 00 1 00 100 Max Out Probability 0.16 0.01 I 1.00 0.07 0.00 0.00 Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R "IllAssigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 4 15 412 341 35 1802 82 69 1113 556 "IllAdjusted Saturation Flow Rate (s ), veh/h/In 1810 1646 1730 1601 1810 1774 1547 1810 1856 1853 Queue Service Time (g s ), s 0.3 1.0 14.0 24.5 1.0 20.2 2.1 2.0 15.6 15.7 Cycle Queue Clearance Time ( g � ), s 0.3 1.0 14.0 24.5 1.0 20.2 2.1 2.0 15.6 15.7 Green Ratio (g/C ) 0.00 0.11 0.14 0.24 0.57 0.55 0.68 0.58 0.55 0.55 Capacity ( c ), veh/h 8 182 478 392 229 2905 1059 222 2059 1028 Volume -to -Capacity Ratio (X) 0.533 0.081 0.860 0.871 0.152 0.620 0.078 0.312 0.541 0.541 Back of Queue ( Q ), ft/In ( 95 th percentile) 11.9 19 285 419.4 18 242.4 31 36.1 215.9 221.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.5 0.8 11.2 16.6 0.7 9.5 1.2 1.4 8.4 8.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.10 0.00 1.1 J 0.00 0.11 0.00 0.11 0.18 0.00 0.00 Uniform Delay ( d i ), s/veh 59.6 47.9 50.6 43.5 12.5 10.2 6.3 13.3 9.0 9.0 Incremental Delay (d2 ), s/veh 61.8 0.4 13.1 13.8 ....I 02 10 01 06 10 2 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 "I..0 0.0 0.0 0.0 Contro' Delay d s/vea ( ) 121 4 48 3 0 57 3 12 8 11 2 0 5 13 9 10 0 11 1 Leve' of Service LOS (LOS) F D E E B B A B B Approach Delay, s/veh / LOS 64.5 ��] E 3D. E 11.0 ��j��B B 10.5 B I'l""I'll'','ll""I'll""I'll",'ll""I'll""I'll",'ll""I'lll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll","I Delay, s/veh / LOS ",',,'I'llntersection IJ. Ep ��l�� Multimodal Results EB WB NB SB Pedestrian LOS Score ............. LOS 3 4 C 3 3 C 2 4 B 2 3 B B'c c'e LOS Score r LOS Y 0 5 A 1 7 B 15 B 14 A cillp2u!IgIli Vo>23fl"74.hilviru li9:2cif III11Dui'i!Iclla, AllIIIIRig Ili Its Resiaiviadl 11NCS711w tieliialtsViNislIlolln71 eineiaoiKk:8128120175:33::fl3II1:'"INN is HCS7 Signalized Intersection Intermediate Values General Information Agency KLOA, Inc. Analyst BSM Analysis Date Jurisdiction IDOT Time Period Urban street Milwau1eeAvenue US ( Anal sIsYear Y Intersection Milwau1ee Avenue wit„ Fiie Name Proect Description 1 p PM Projected Peak Hour 1 Demand Information EB A roach Movement L T Demand w weh/h ( ), 4 2 llllsllllllllllllllllgllllllllllllllllllllllllllllllllllllllllllllllllllllllllllfllllllllllllllllllllllllllllllllllllllllllllllllllltllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Cycle, s 120 0 Reference P„ase 2 Offset, s 0 Reference Point Begin 3.0 Uncoordinated No Simult. Gap E/W On Yellow ""'3"""'5""""""""""" FRed Force Mode Fixed Smult. Gap N/S On 0.5 Intersection Information Duration, h 0.25 ig 28, 2017 Area Type Other Peak Hour PHF 0 95 t13 Analysis Pel.. 1 7 00 Iwaukee with ............ e1Walk M R xus ��J WB R NB SB R TR L E��T,��l,�,�,�,�,�,�,�� L T R 1139153193317127865 15s2 4 �� , �, �� 1.1 �67�6�� il lii�6 � 13.3 Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (f,) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (firv9) 1.000 1.000 1.000 0.984 0.992 1.000 1.000 0.977 0.961 1.000 0.977 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fnn) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IllArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 0.971 1.000 1.000 1.000 0.908 1.000 1.000 1.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right -Turn Adjustment Factor (fRT) 0.866 0.866 0.849 0.849 0.000 0.847 0.999 0.999 Left -Turn Pedestrian Adjustment Factor (fipn) 1.000 1.000 1.000 1.000 Right -Turn Ped-Bike Adjustment Factor (fRpn) 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (fWZ) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1810 235 1411 3459 25 1577 1810 5321 1547 1810 5550 14 Proportion of Vehicles Arriving on Green (P) 0.00 0.11 0.11 0.14 0.24 0.24 0.03 0.73 0.55 0.03 0.74 0.55 Incre'mentat "Deta "Factor k Y O 015 011 0 34 0 27 0 0s""' 0 50 0 50 0 08 0 50 0 50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL) °ree °Ratio 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 /C (g ) 0 00 011 014 0 24 0 57 011 0 58 011 Permitted Saturation Flow Rates wen�nln 0 ... 0 0 302 0 265 0 Shared Saturation Flow Rate (ssn)... veh/h/In Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 65.5 0.0 65.5 0.0 Permitted Service Time (g ), s 0.0 0.0 0.0 0.0 48.9 0.0 45.3 0.0 Permitted Queue Service Time (gps), s 2.2 7.2 Time to First Blockage (gr), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (grs), s Protected Right sR wehhln 9 ( ), 1141 Protected RI nt Effective Green Tlrne R s 9 (g ), 15 5 Multimodal EB WB NB SB Pedestrian FW / Fv 2.644 0.00 2.545 0 1.710 0.00 1.557 0.00 Pedestrian Fs l Fdeay 0.000 0.155 IIIIIIIII.00 0.006 0.142 0.000 0.101 0.000 0.099 Pedestrian Mc.erl MAW Bic c1e �b / d 21115 Bicycle 4140 488 97 14 25 109189 12 37 1109 82 1189 Y G1e F / FV 3 04 0 03 3 64 1 24 3 04 1 05 3 04 0 96 cillpyil llhNo>23n"74niviislit2aifIlllaulldlla, A1111II''41glAIIReiiaividll. u..N 7' Sitielialts ViNI"'silo in7.n eineiaoiKk:8128120175:33::n3II1:'"INN M --- Messages --- WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds l.o. --- Comments --- cillp2u!IgIli V o>2017 Uiniviru lity cif II I11aiii!Iclla, All II IIRig Ili Its Il esiaiviadl 11 NCS711w Shi elialts Viruloin "7 1 eineiab:Kll: 812812017 5::06::13II1:11M E r r General Information Site Information ..................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst BSM Intersection Riverwalk with Access ............................................................................................................................................................................... Agency/Co. KLOA, Inc. ............................................................................................................................................................................................................................................................................................................................................................................................................ Jurisdiction .................................................................................................................................................. IDOT .......................................................................................................................................................................................................................... Date Performed 8/28/2017 East/West Street Riverwalk Drive ............................................................................................................................................................................... Analysis Year 2017 North/South Street Full Access Drive ....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Time Analyzed AM Peak Hour Peak Hour Factor 0.95 ............................................................................................................................................................................... Intersection Orientation East-West Analysis Time Period (hrs) 0.25 .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project Description 17-169 ............................................................................................................................................................................................................................. Lanes .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. -V Imajoi' ,frru,f I ust west Vehicle Volumes and Adjustments .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 1 Configuration LTR LTR LTR LT R Volume, V (veh/h) 9 303 0 0 129 1 0 0 0 0 0 38 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked .................................................................................................................................................................................................................. .................................. .................................. I..................................I .................................................................. ,.................................. .................................. ................................ .................................. ,.................................. .................................. ................... ............ ,................................. I.................................. ,.................................. Percent Grade (%) 0 0 ............................................................................................................................................................................... Right Turn Channelized No ............................................................................................................................................... No No No .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Median Type/Storage Undivided ........................................................................................................................................... .................................................................................................................................................. Critical and Follow-up Headways ...............................................................................................................................................................................I................................................................................................... Base Critical Headway (sec) I.................................. .................................. .............................. I..............................................................,................................ .............................. I..............................................................,................................ ........................... .............................. I ................................ Critical Headway (sec) Base Follow -Up Headway (sec) .....................................................................................................................................................................................................................................................................................I............................,.....I ..................................................................................................................................... ................................. ................................. Follow -Up Headway (sec) Delay, Queue Length, and Level of Service ................................................................................................................................................................................................................................................................................... Flow Rate, v (veh/h) 9 I.................................. ,..............................................................., ................................ .............................. I.............................................................., 0 ................................ .............................. I................................ 0 ........................................................., 0 ................................ 40 Capacity, c (veh/h) 1460 1253 0 0 918 v/c Ratio 0.01 0.00 0.04 95% Queue Length, Qss (veh) 0.0 0.0 0.1 Control Delay (s/veh) 7.5 7.9 5.0 5.0 9.1 Level of Service, LOS A A A A A ...................................................................................................................................................................................................................................................................................... Approach Delay (s/veh) 0.3 .................................. .................................................................. ........................................................................................................................................ 0.0 ......................................................................................................................................... 5.0 ................................... 9.1 ................................... Approach LOS A A Copyright © 2017 University of Florida. All Rights Reserved. HCS7M TWSC Version 7.1 Generated: 8/29/2017 2:26:33 PM Riverwalk with Full Access - AMEX.xtw 93 r r General Information Site Information ..................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst BSM Intersection Riverwalk with Access ............................................................................................................................................................................... Agency/Co. KLOA, Inc. ............................................................................................................................................................................................................................................................................................................................................................................................................ Jurisdiction .................................................................................................................................................. IDOT .......................................................................................................................................................................................................................... Date Performed 8/28/2017 East/West Street Riverwalk Drive ............................................................................................................................................................................... Analysis Year 2017 North/South Street Full Access Drive ....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Time Analyzed PM Peak Hour Peak Hour Factor 0.95 ............................................................................................................................................................................... Intersection Orientation East-West Analysis Time Period (hrs) 0.25 .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project Description 17-169 ............................................................................................................................................................................................................................. Lanes .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. -V Imajoi' ,frru,f I ust west Vehicle Volumes and Adjustments .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 1 Configuration LTR LTR LTR LT R Volume, V (veh/h) 40 67 0 0 651 4 0 0 0 0 0 23 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked .................................................................................................................................................................................................................. .................................. .................................. I..................................I .................................................................. ,.................................. .................................. ................................ .................................. ,.................................. .................................. ................... ............ ,................................. I.................................. ,.................................. Percent Grade (%) 0 0 ............................................................................................................................................................................... Right Turn Channelized No ............................................................................................................................................... No No No .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Median Type/Storage Undivided ........................................................................................................................................... .................................................................................................................................................. Critical and Follow-up Headways ...............................................................................................................................................................................I................................................................................................... Base Critical Headway (sec) I.................................. .................................. .............................. I..............................................................,................................ .............................. I..............................................................,................................ ........................... .............................. I ................................ Critical Headway (sec) Base Follow -Up Headway (sec) .....................................................................................................................................................................................................................................................................................I............................,.....I ..................................................................................................................................... ................................. ................................. Follow -Up Headway (sec) Delay, Queue Length, and Level of Service ................................................................................................................................................................................................................................................................................... Flow Rate, v (veh/h) 42 I.................................. ,..............................................................., ................................ .............................. I.............................................................., 0 ................................ .............................. I................................ 0 ........................................................., 0 ................................ 24 Capacity, c (veh/h) 915 1542 0 0 450 v/c Ratio 0.05 0.00 0.05 95% Queue Length, Qss (veh) 0.1 0.0 0.2 Control Delay (s/veh) 9.1 7.3 5.0 13.4 ...............................,,,, Levelof Service, LOS A A A ��O ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Approach Delay (s/veh) 3.7 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 0.0 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 5.0 13.4 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved. HCS7M TWSC Version 7.1 Generated: 8/29/2017 2:25:43 PM Riverwalk with Full Access - PMEX.xtw 94 r r General Information Site Information ..................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst BSM Intersection Riverwalk with Access ............................................................................................................................................................................... Agency/Co. KLOA, Inc. ............................................................................................................................................................................................................................................................................................................................................................................................................ Jurisdiction .................................................................................................................................................. IDOT .......................................................................................................................................................................................................................... Date Performed 8/28/2017 East/West Street Riverwalk Drive ............................................................................................................................................................................... Analysis Year 2023 North/South Street Full Access Drive ....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Time Analyzed AM Peak Hour Peak Hour Factor 0.95 ............................................................................................................................................................................... Intersection Orientation East-West Analysis Time Period (hrs) 0.25 .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project Description 17-169 ............................................................................................................................................................................................................................. Lanes .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. -V Imajoi' ,frru,f I ust west Vehicle Volumes and Adjustments .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 1 Configuration LTR LTR LTR LT R Volume, V (veh/h) 9 299 33 3 127 1 35 0 5 0 0 38 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked .................................................................................................................................................................................................................. .................................. .................................. I..................................I .................................................................. ,.................................. .................................. ................................ .................................. ,.................................. .................................. ................... ............ ,................................. I.................................. ,.................................. Percent Grade (%) 0 0 ............................................................................................................................................................................... Right Turn Channelized No ............................................................................................................................................... No No No .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Median Type/Storage Undivided ........................................................................................................................................... .................................................................................................................................................. Critical and Follow-up Headways ...............................................................................................................................................................................I................................................................................................... Base Critical Headway (sec) I.................................. .................................. .............................. I..............................................................,................................ .............................. I..............................................................,................................ ........................... .............................. I ................................ Critical Headway (sec) Base Follow -Up Headway (sec) .....................................................................................................................................................................................................................................................................................I............................,.....I ..................................................................................................................................... ................................. ................................. Follow -Up Headway (sec) Delay, Queue Length, and Level of Service ................................................................................................................................................................................................................................................................................... Flow Rate, v (veh/h) 9 I.................................. ,..............................................................., ................................ .............................. I.............................................................., 3 ................................ .............................. I................................ 42 ........................................................., 0 ................................ 40 Capacity, c (veh/h) 1462 1220 473 0 920 v/c Ratio 0.01 0.00 0.09 0.04 95% Queue Length, Qss (veh) 0.0 0.0 0.3 0.1 Control Delay (s/veh) 7.5 8.0 13.4 5.0 9.1 Level of Service, LOS A A B A A ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Approach Delay (s/veh) 0.2 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 0.2 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 13.4 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 9.1 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Approach LOS B A Copyright © 2017 University of Florida. All Rights Reserved. HCS7M TWSC Version 7.1 Generated: 8/29/2017 12:35:18 PM Riverwalk with Full Access - AMPRxtw 95 r r General Information Site Information ..................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst BSM Intersection Riverwalk with Access ............................................................................................................................................................................... Agency/Co. KLOA, Inc. ............................................................................................................................................................................................................................................................................................................................................................................................................ Jurisdiction .................................................................................................................................................. IDOT .......................................................................................................................................................................................................................... Date Performed 8/28/2017 East/West Street Riverwalk Drive ............................................................................................................................................................................... Analysis Year 2023 North/South Street Full Access Drive ....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Time Analyzed PM Peak Hour Peak Hour Factor 0.95 ............................................................................................................................................................................... Intersection Orientation East-West Analysis Time Period (hrs) 0.25 .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project Description 17-169 ............................................................................................................................................................................................................................. Lanes .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. -V Imajoi' ,frru,f I ust west Vehicle Volumes and Adjustments .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 1 Configuration LTR LTR LTR LT R Volume, V (veh/h) 40 66 37 10 643 4 49 0 3 0 0 23 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked .................................................................................................................................................................................................................. .................................. .................................. I..................................I .................................................................. ,.................................. .................................. ................................ .................................. ,.................................. .................................. ................... ............ ,................................. I.................................. ,.................................. Percent Grade (%) 0 0 ............................................................................................................................................................................... Right Turn Channelized No ............................................................................................................................................... No No No .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Median Type/Storage Undivided ........................................................................................................................................... .................................................................................................................................................. Critical and Follow-up Headways ...............................................................................................................................................................................I................................................................................................... Base Critical Headway (sec) I.................................. .................................. .............................. I..............................................................,................................ .............................. I..............................................................,................................ ........................... .............................. I ................................ Critical Headway (sec) Base Follow -Up Headway (sec) .....................................................................................................................................................................................................................................................................................I............................,.....I ..................................................................................................................................... ................................. ................................. Follow -Up Headway (sec) Delay, Queue Length, and Level of Service ................................................................................................................................................................................................................................................................................... Flow Rate, v (veh/h) 42 I.................................. ,..............................................................., ................................ .............................. I.............................................................., 11 ................................ .............................. I................................ 55 ........................................................., 0 ................................ 24 Capacity, c (veh/h) 921 1495 252 0 455 v/c Ratio 0.05 0.01 0.22 0.05 95% Queue Length, Qss (veh) 0.1 0.0 0.8 0.2 Control Delay (s/veh) 9.1 7.4 23.2 5.0 13.3 Level of Service, LOS A A C A B ...................................................................................................................................................................................................................................................................................... Approach Delay (s/veh) 2.9 .................................................................................................... ........................................................................................................................................ 0.2 ......................................................................................................................................... 23.2 ................................... 13.3 ................................... Approach LOS C B Copyright © 2017 University of Florida. All Rights Reserved. HCS7M TWSC Version 7.1 Generated: 8/29/2017 12:37:43 PM Riverwalk with Full Access - PMPRxtw 96 r r General Information Site Information ..................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst BSM Intersection Milwaukee with RIRO ............................................................................................................................................................................... Agency/Co. KLOA, Inc. ............................................................................................................................................................................................................................................................................................................................................................................................................ Jurisdiction .................................................................................................................................................. IDOT .......................................................................................................................................................................................................................... Date Performed 8/28/2017 East/West Street Right-In/Right-Out Access ............................................................................................................................................................................... Analysis Year 2023 North/South Street Milwaukee Avenue ....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Time Analyzed AM Peak Hour Peak Hour Factor 0.95 ............................................................................................................................................................................... Intersection Orientation North -South Analysis Time Period (hrs) 0.25 .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project Description 17-169 ............................................................................................................................................................................................................................. Lanes .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Vehicle Volumes and Adjustments ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 1 0 0 3 1 0 0 0 0 Configuration R T R Volume, V (veh/h) 21 1466 25 Percent Heavy Vehicles (%) 0 Proportion Time Blocked .................................................................................................................................................................................................................. .................................. .................................. I..................................I ..................................................................,.................................. ................................... ................................ .................................. ,.................................. .................................. ,..................,............,................................. .................................. ,.................................. Percent Grade (%) 0 ............................................................................................................................................................................... Right Turn Channelized No ............................................................................................................................................... No No No .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Median Type/Storage ........................................................................................................................................... Undivided .................................................................................................................................................. Critical and Follow-up Headways ...............................................................................................................................................................................I................................................................................................... Base Critical Headway (sec) I.................................. .................................. .............................. I..............................................................,................................ .............................. 7.1 I..............................................................,........................................................... .............................. I ................................ Critical Headway (sec) 7.10 Base Follow -Up Headway (sec) 3.9 .....................................................................................................................................................................................................................................................................................I............................,.....I Follow -Up Headway (sec) ..................................................................................................................................... 3.90 .................................................................. Delay, Queue Length, and Level of Service ................................................................................................................................................................................................................................................................................... Flow Rate, v (veh/h) I.................................. ,...............................................................,................................ .............................. I.............................................................., 22 ................................ .............................. I.........................................................................................,................................ Capacity, c (veh/h) 297 v/c Ratio 0.07 95% Queue Length, Q95 (veh) 0.2 Control Delay (s/veh) 18.1 Level of Service, LOS C ................................................................................................................................................................................................................. .................................. .................................. Approach Delay (s/veh) I.................................................................................................... ,................................. .................................. ................................ .................................. 18.1 ,................................. .................................. ................................ ,................................. .................................. ,.................................. ..................p p................................................................................................................................................ Approach LOS ............................................................................................................................................... C Copyright © 2017 University of Florida. All Rights Reserved. HCS7M TWSC Version 7.1 Generated: 8/28/2017 5:14:02 PM Milwaukee with RIRO - AMPR.xtw 97 r r General Information Site Information ..................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst BSM Intersection Milwaukee with RIRO ............................................................................................................................................................................... Agency/Co. KLOA, Inc. ............................................................................................................................................................................................................................................................................................................................................................................................................ Jurisdiction .................................................................................................................................................. IDOT .......................................................................................................................................................................................................................... Date Performed 8/28/2017 East/West Street Right-In/Right-Out Access ............................................................................................................................................................................... Analysis Year 2023 North/South Street Milwaukee Avenue ....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Time Analyzed PM Peak Hour Peak Hour Factor 0.95 ............................................................................................................................................................................... Intersection Orientation North -South Analysis Time Period (hrs) 0.25 .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project Description 17-169 ............................................................................................................................................................................................................................. Lanes .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Vehicle Volumes and Adjustments ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 1 0 0 3 1 0 0 0 0 Configuration R T R Volume, V (veh/h) 29 1794 34 Percent Heavy Vehicles (%) 0 Proportion Time Blocked .................................................................................................................................................................................................................. .................................. .................................. I..................................I ..................................................................,.................................. ................................... ................................ .................................. ,.................................. .................................. ,..................,............,................................. .................................. ,.................................. Percent Grade (%) 0 ............................................................................................................................................................................... Right Turn Channelized No ............................................................................................................................................... No No No .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Median Type/Storage ........................................................................................................................................... Undivided .................................................................................................................................................. Critical and Follow-up Headways ...............................................................................................................................................................................I................................................................................................... Base Critical Headway (sec) I.................................. .................................. .............................. I..............................................................,................................ .............................. 7.1 I..............................................................,........................................................... .............................. I ................................ Critical Headway (sec) 7.10 Base Follow -Up Headway (sec) 3.9 .....................................................................................................................................................................................................................................................................................I............................,.....I Follow -Up Headway (sec) ..................................................................................................................................... 3.90 .................................................................. Delay, Queue Length, and Level of Service ................................................................................................................................................................................................................................................................................... Flow Rate, v (veh/h) I.................................. ,...............................................................,................................ .............................. I.............................................................., 31 ................................ .............................. I.........................................................................................,................................ Capacity, c (veh/h) 229 v/c Ratio 0.14 95% Queue Length, Q95 (veh) 0.5 Control Delay (s/veh) 23.2 Level of Service, LOS C ................................................................................................................................................................................................................. .................................. .................................. Approach Delay (s/veh) I.................................................................................................... ,................................. .................................. ................................ .................................. 23.2 ,................................. .................................. ................................ ,................................. .................................. ,.................................. ..................p p................................................................................................................................................. Approach LOS ............................................................................................................................................... C Copyright © 2017 University of Florida. All Rights Reserved. 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I II O � � III III III I I Q o00 00o J II o�u III w %iI' w� :::.. w .'. •.'. •.• u w N I� II I III ¢wM F- II a¢ II a u I I I '.•. •. •.'. � I /JJJ III Igo � I I • � `l II $ I e I Ill III m� II II 000. 000 : _•MzJI kl �Q 3�lFIU AIVow"ne 11 b3Ny �iv^1 m s 1 1 ®erg M>2 a I � EXHIBIT C Minutes from the September 5, 2018 Planning & Zoning Commission Meeting True North Energy, LLC- Proposed Gas Station and Convenience Store at 185 N Milwaukee Avenue 09/5/2018 MINUTES OF THE REGULAR MEETING OF THE PLANNING AND ZONING COMMISSION OF THE VILLAGE OF BUFFALO GROVE HELD IN THE COUNCIL CHAMBERS, 50 RAUPP BOULEVARD, BUFFALO GROVE, ILLINOIS ON WEDNESDAY, SEPTEMBER 5, 2018 Call to Order The meeting was called to order at 7:31 PM by Chairman Frank Cesario Public Hearings/items For Consideration Consider an Amendment to Ord. 2006-7 with Variations for a New Gas Station at 185 N Milwaukee Avenue (Trustee Ottenheimer) (Staff Contact: Chris Stilling) Mark Lyden, President, True North Energy, 10346 Brecksville Road, Brecksville, OH 44141; Ryan Howard, COO, True North Energy, 10346 Brecksville Road, Brecksville, OH 44141; Andrew Johnson, Manhard Consulting, 900 Woodlands Parkway, Vernon Hills, 1L 60061; and Luay Aboona, Kenig, Lindgren, O'Hara, Aboona, Inc., 9575 West Higgins Road, Rosemont, iL 60018, were present and swom in. Mr. Lyden reviewed the presentation agenda and presented a short video to the Planning & Zoning Commission (PZC). Mr. Lyden reviewed the site plan of the proposed gas station development. Currently the site consists of a Korean restaurant. Since the prior workshop before the PZC, they have revised the layout of the site. The proposal now includes the Village vacating a portion of the St. James Circle right-of-way to the east and the sale of that right-of-way to True North Energy. The addition of the right-of-way land allows them to space out the fueling islands. This would provide more safety and require less setback variations. There currently are existing cell towers on the site. Those cell towers would remain until their leases expire. The leases would not be renewed. The revised site plan would meet the parking requirements for the site. The site would include a 3,500 square foot contemporary building constructed of brick, stone and limestone. The site would contain twelve fueling pumps with a brick Shell canopy. The site would have LED lighting both inside the building and outside. The site would contain an all concrete lot. There would not be any asphalt on the site. A cross -access agreement would be included for the property to the south for future development of that parcel. The brick canopy has an upscale look and entices the entire site. The proposed ground sign would not be located at the intersection corner due to the existing off -premises ground sign for Riverwalk and would be located at the south end of the property. The proposed development would not alter the essential characteristics of the neighborhood. The proposed building elevations were reviewed as well as the proposed HVAC and trash screening. Mr. Howard reviewed the financial benefits of the proposed development. The project would create a projected annual tax revenue to the Village of approximately $150,000.00 to $220,000.00, dependent on the price of fuel. The site would operate 2417. They would be required to sell beer and wine to compete with neighboring businesses. True North Energy is a responsible liquor license holder and has a zero tolerance policy. If any employee is found to violate local or store policies, that employee is terminated. They employ a third party company to ensure compliance. The site in Buffalo Grove was selected because it fits with the branding of the company. There are no premium gas brands along the Milwaukee corridor in Buffalo Grove. The area to the south of Lake Cook Road is also underserved. The nearest station is five and a half miles away. To the 09/5/2018 north, there are two Speedway gas stations and the new Woodman's station. The Woodman's station is not directly located off Milwaukee Avenue and caters to the shopper and is not a direct competitor. The nearest premium gas station to the north is the Shell station located atAptakisic and Milwaukee Avenue, which is located in Lincolnshire. They feel that they will be capturing a unique customer base. The proposed development is better than what exists today. The development will maintain and enhance the neighborhood. The site has many unique circumstances, including the existing cell towers and the prior agreement to allow the off -premises ground sign at the comer. They would not place a sign on top of that existing ground sign. The site is valuable to the Village. They believe the proposed development is safe and beneficial to the Village. Com. Goldspiel asked about the term and meaning of "premium gas". Mr. Howard explained that a premium brand gas, such as Shell, has a detergent added that is higher than more brands and increases in the premium grade gas. That attracts higher demographic customers. A lower cost gas is made the cheapest way possible. They believe they will offer a better shopping experience to their customers. Com. Goldspiel asked about the vacating of the street. Mr. Stilling responded that St. James Circle is unimproved right-of-way that was plaited about one hundred years ago. Parts of St. James Circle have previously been vacated for the Riverwalk Apartments. The Village would relocate any easements or utilities located in the right-of-way. Com. Goldspiel asked about the cross -access. Mr. Stilling reviewed page 77 of the packet which depicts a proposed retail building and parking. A cross -access agreement would allow access to the light at the intersection from the parcel to the south. Com. Goldspiel asked Mr. Aboona if the traffic study showed any adverse effect to traffic on either Milwaukee Avenue or Rivenvalk Drive. Mr. Aboona responded no. Most traffic would travel through the tight -in and right -out access to Milwaukee Avenue. The intersection is a traffic light. That traffic would be affected by the timing of the light. He does not anticipate any issues. Com. Goldspiel asked if the study anticipated more traffic being generated from the development. Mr. Aboona explained that gas stations draw from existing traffic. Most customers will use the right -in and right -out access. However a few will use the traffic light. They anticipate traffic will remain balanced. Com. Goldspiel asked if the traffic study included any added traffic if the parcel to the south is developed. Mr. Aboona responded they did not specifically include any additional traffic generated from the south parcel. Com. Goldspiel asked if the traffic on Riverwalk Drive would be adversely affected during rush hours. Mr. Aboona explained that Milwaukee Avenue gets the majority of the green light. Traffic during the day and evening rush hours gets a limited green light from Riverwalk Drive. Most vehicles would only have to wait one light cycle. Com. Goldspiel asked if the access drive from the site to Riverwalk Drive is lined up with North Riverwalk Drive. Mr. Aboona responded yes, it would align with North Riverwalk Drive. Com. Au asked about the location of the proposed ground sign and if the Petitioner foresee and issues with southbound Milwaukee Avenue traffic not being able to see it. Mr. Howard responded that they do not anticipate any visibility issues with southbound Milwaukee Avenue traffic. The bigger concern is visibility to traffic on Riverwalk Drive. Com. Lesser likes the proposed development. He believes it is attractive. However, he is at a loss on how the proposed development will not be a cannibalization of sales to existing businesses. Mr. Howard responded that they would be competing with the Speedway located across the street, but they would draw their customers from the area. The premium brand will capture customers since they are a major brand oil company. There will be limited cannibalization. Com. Lesser advised that he seeks out Shell gas for his vehicle. However, the argument that the proposed development would not cannibalize the market is hard for him to believe. Mr. Howard responded that the proposed station will 09/5/2018 not specifically draw customers from far away, but some drivers will keep traveling in search of a premium brand. if they were a low cost provider, that would be more of a cannibalization. Com. Lesser believes that the proposed development would pick up traffic going northbound on Milwaukee Avenue. Com. Moodhe asked the Petitioner about the cross -access to the parcel to the south and if the Petitioner intended to purchase that parcel. Mr. Howard responded that they do not intend to purchase the parcel to the south. Mr. Stilling explained that the cross -access would be available for any future development of the parcel to the south and the additional parcels south of that. Com. Moodhe asked if the parcel to the south contained the existing billboard. Mr. Stilling responded no, the billboard is further south than that. Com. Moodhe asked the Petitioner if the fuel storage tanks would be located on the east side of the development site. Mr. Lyden responded yes. Com. Moodhe asked about the delivery schedule. Mr. Lyden explained that they intend for the trucks to enter through the right -in off Milwaukee Avenue. Once deliveries are complete, they intend the trucks to exit off the access drive to Riverwalk Drive. That would allow the trucks to go either north or south on Milwaukee Avenue. Com. Moodhe expressed concern about keeping the access drive open. Mr. Lyden responded that they will do their best to keep the access drive open. Com. Moodhe asked about the trash pickup. Mr. Howard described how the trucks would navigate the site. Com. Weinstein understands that Shell is a premium brand and asked if their gas prices would be higher than or the same as Speedway. Mr. Howard responded they would be priced competitively with Speedway. It is about perception. They respect Speedway, which is a corporation also based out of Ohio, but that gas is not as clean. Com. Weinstein asked about the proposed landscaping plan. Mr. Howard explained that the proposed plan is representative of what the final landscaping will be. Com. Weinstein asked about the ground sign and related variations. Mr. Howard explained that the proposed ground sign would meet the setback requirement. The electronic fuel price elements are typical for industry standard. However, due to the sign location, it is important to be able to see the price from the intersection. Com. Weinstein asked Mr. Howard if the size of the proposed fuel price elements are industry standard. Mr. Howard responded they are standard for Shell. Com. Lesser asked staff about the existing sales in the area and if any studies have been done. Mr. Stilling responded that a study would not provide a definitive forecast and, by law, that is proprietary information. He believes there will be a net increase in sales. Com. Lesser wondered if that increase would be due to additional sales or taken from existing Buffalo Grove businesses. Com. Goldspiel asked if the setback could be increased along Riverwalk Drive. Mr. Howard responded no. They are purchasing the vacated right-of-way to add safety and maneuverability to the site. Com. Goldspiel asked about the landscaping and the trees along Milwaukee Avenue. Mr. Johnson explained that the final landscaping will need to be approved by the Village Engineer as there are specific requirements that must be met. Mr. Howard added that there will be more greenspace on the proposed site than what exists now. Com. Moodhe asked about the placement of fire hydrants. Mr. Johnson reviewed the proposed utility and lighting plans that were included in the packet. 09/5/2018 Ch. Cesario reviewed the B3 requirements vs. the proposed development, as shown on page 26 of the packet. He asked staff if the irregular shape of the parcel is at play. Mr. Stilling responded yes. Ch. Cesario asked the Petitioner about where they anticipate employees parking. Mr. Howard responded that some employees may use public transportation or be dropped off and picked up. Employees that drive will utilize the furthest parking spots from the doors. He added that most customers tend to park at the pumps. Ch. Cesario asked staff about the required parking. Mr. Stilling advised that the development will be deficient four parking spaces. However staff does not have a concem as he agreed that a lot of people will park at the pumps. Ch. Cesario confirmed that there is not a stormwater concern since the proposed development will contain ten percent less impervious surface than it does currently. He asked the Petitioner how many comers have gas stations located across from each other. Mr. Howard responded that it is not atypical to have stations across from each other. Ch. Cesario stated that it is approximately eight to nine miles to the next gas station on the east side of Milwaukee Avenue. He believes this is a nice project for this location. Com. Au asked staff if there have been any inquiries. Mr. Stilling responded only the Speedway and Riverwalk office. Mr. Lyden added that Speedway is a Marathon Oil Company based out of Ohio. True North Energy is also based out of Ohio. There were no additional questions or comments from the Commissioners. There were no questions or comments from the audience. Ch. Cesario entered the Staff Report dated September 5, 2018 as Exhibit 1 and the video presented by the Petitioner as Exhibit 2. The public hearing was closed at 8:49 PM. Moved by Com. Weinstein, seconded by Com. Lesser, to make a positive recommendation to the Village Board to approve the amendment to Ordinance 2006-7 for a new Automobile Service Station in the B3 Planned Business District with variations to the Buffalo Grove Zoning Ordinance and Sign Code, subject to the following conditions: 1. The proposed development shall be developed in substantial conformance to the plans attached as part of the petition. 2. The final engineering plans shall be submitted in a manner acceptable to the Village. 3. Fire hydrant locations shall be reviewed and approved by the Fire Department. 4. A final plat of subdivision shall be revised in a manner acceptable to the Village. The plat shall include a cross access easement to the property immediately to the south of site in a manner and form acceptable to the Village. o9/5/2o 18 5. The existing water and sanitary sewer service for the restaurant shall be properly abandoned per Village requirements. 6. Prior to the issuance of a building permit, the petitioner shall grant the necessary easements to allow for future shared cross access to the property immediately to the south of site in a manner and form acceptable to the Village. 7. The final landscape plan shall be revised in a manner acceptable to the Village. 8. An IDOT permit shall be obtained prior to the issuance of a Certificate of Occupancy. 9. The plat of vacation shall be revised in a manner acceptable to the Village. The terms and conditions associated with the vacation of the St. James Circle shall be approved by the Village Board. 10. All terms and conditions associated with Ordinance 2006-7 shall remain in effect, except for those which may be amended as part of this petition. Com. Weinstein is in favor of the proposed development. The site has specific limitations. This would be an upgrade in appearance and would be a welcome addition to the Village. Com. Moodhe is pleased with the reduction of impervious surface and believes this is a great improvement over the existing site. Com. Goldspiel supports the proposal. This is a difficult site. The setback losses are offset by the design. He supports the request. Ch. Cesario believes that the proposed development is the best use and is an upgrade to the existing site. mmmm m RESULT:mm RECOMMENDATION TO APPROVE [UNANIMOUS] Next: 9/17/2018 7:30 PM MOVER: Mitchell Weinstein, Commissioner SECONDER: Scott Lesser, Commissioner AYES: Moodhe, Cesario, Cohn, Goldspiel, Lesser, Weinstein, Au ABSENT: Zill Khan Regular Meeting Public Comments and Questions None. 09/5/2018 Adjournment The meeting was adjourned at 8:55 PM Chris Stilling APPROVED BY ME THIS 5th DAY OF September , 2018