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015-O-22 Amending the Zoning Map to Rezone 1732-34 & 40 Orrington Ave from D2 to D3 and Granting a Special Use Permit for a New 10 Story Mixed Used Planned Development at 1732-34 & 40 Orrington Ave
3/3/2022 i 16711615*A AN ORDINANCE Amending the Zoning Map to Rezone 1732-34, -40 Orrington Avenue From the D2 Downtown Retail Core District to the D3 Downtown Core Development District and Granting A Special Use Permit For a New Ten -Story Mixed Use Planned Development at 1732-34, -40 Orrington Avenue WHEREAS, the City of Evanston is a home -rule municipality pursuant to Article VII of the Illinois Constitution of 1970; and WHEREAS, as a home rule unit of government, the City has the authority to adopt ordinances and to promulgate rules and regulations that protect the public health, safety, and welfare of its residents; and WHEREAS, Article VII, Section (6)a of the Illinois Constitution of 1970, which states that the "powers and functions of home rule units shall be construed liberally," was written "with the intention that home rule units be given the broadest powers possible" (Scadron v. City of Des Plaines, 153 111.2d 164); and WHEREAS, it is a well -established proposition under all applicable case law that the power to regulate land use through zoning regulations is a legitimate means of promoting the public health, safety, and welfare; and WHEREAS, Division 13 of the Illinois Municipal Code (65 ILCS 5/11-13-1, et seq.) grants each municipality the power to establish zoning regulations; and -1� Page of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 WHEREAS, pursuant to its home rule authority and the Illinois Municipal Code, the City has adopted a set of zoning regulations, set forth in Title 6 of the Evanston City Code of 2012, as amended, ("the Zoning Ordinance"); and WHEREAS, John Carlson of Trammell Crow Chicago Development, Inc. (the "Applicant,"), for the proposed development located at 1732-34, -40 Orrington Avenue, Evanston, Illinois (the "Subject Property"), legally described in Exhibit A, which is attached hereto and incorporated herein by reference, applied, pursuant to the provisions of the Zoning Ordinance, specifically Section 6-3-4, "Amendments", to amend the Zoning Map to move the Subject Property from the D2 Downtown Retail Core District to the D3 Downtown Core Development District, and also specifically Section 6- 3-5, "Special Uses", Section 6-3-6 "Planned Developments", and Subsection 6-11-1-10, "Planned Developments" in Downtown Zoning Districts, to permit the construction and operation of a Planned Development with a ten (10) story mixed use building and accessory parking located at the Subject Property in the D3 Downtown Core Development District ("D3 District"); and WHEREAS, the Applicant sought approval to construct a new ten (10) story, 149 foot 6 inch tall, mixed -use building with a floor area ratio of 7.0, approximately five thousand one hundred seventy (5,170) square feet of ground floor retail and approximately one hundred twenty-three thousand fifty (123,050) square feet of office/laboratory space and thirty-five (35) enclosed parking stalls located at the Subject Property; and --2-- Page 2 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 WHEREAS, construction of the Planned Development, as proposed in the application, requires exception from the strict application of the Zoning Ordinance with regards to floor area ratio (FAR), ziggurat setback along Orrington Avenue, building height, and parking requirements; and WHEREAS, pursuant to Subsection 6-3-6-5 of the Zoning Ordinance, the City Council may grant Site Development Allowances from the normal district regulations established in the Zoning Ordinance; and WHEREAS, on January 26, 2022, in compliance with the provisions of the Illinois Open Meetings Act (5 ILCS 120/1 et seq.) and the Zoning Ordinance, the Land Use Commission held a public hearing, on an application for an amendment to the Zoning Map, cited in Section 6-7-2 of the Zoning Ordinance, to place the Subject Property from the D2 Downtown Retail Core District to the D3 Downtown Core Development District and an application for a Special Use Permit for a Planned Development with Site Development Allowances on the Subject Property, case no. 21 PLND-0090, heard testimony and public comment and made written minutes, findings, and recommendations; and WHEREAS, the Land Use Commission's written findings state that the application for the proposed amendment to the Zoning Map meets applicable standards set forth for Amendments in Subsection 6-3-4-5 of the Zoning Ordinance; and -3- Page 3 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 WHEREAS, the Land Use Commission's written findings also state that the application for a Special Use Permit for a Planned Development meets applicable standards set forth for Special Uses in Subsection 6-3-5-10 of the Zoning Ordinance and Planned Development in the D3 Downtown Core Development District per Subsections 6-3-6-9 and 6-11-1-10 of the Zoning Ordinance; and WHEREAS, on January 26, 2022, the Land Use Commission recommended approval of the application for an amendment to the Zoning Map and of the application for Special Use Permit for a Planned Development with Site Development Allowances for the Subject Property; and WHEREAS, at its meeting of February 28, 2022, the Planning and Development Committee of the City Council held a meeting, in compliance with the provisions of the Open Meetings Act and the Zoning Ordinance, received input from the public, carefully considered and reviewed the findings and recommendation of approval of the Land Use Commission in case no. 21 PLND-0090 and recommended City Council approval thereof; and WHEREAS, at its meetings of February 28, 2022, and March 14, 2022, held in compliance with the Open Meetings Act and the Zoning Ordinance, the City Council considered the recommendations of the Planning and Development Committee, received additional public comment, made certain findings, and adopted said recommendations; and Page 4 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 WHEREAS, it is well -settled law that the legislative judgment of the City Council must be considered presumptively valid (see Glenview State Bank v. Village of Deerfield, 213 III.App.3d 747) and is not subject to courtroom fact-finding (see National Paint & Coating Assn v. City of Chicago, 45 F.3d 1124), NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF EVANSTON, COOK COUNTY, ILLINOIS, THAT: SECTION 1: The foregoing recitals are found as fact and incorporated herein by reference. SECTION 2: The City Council hereby amends the Zoning Map to remove those properties with the addresses and PINs listed in Exhibit B and identified in Exhibit C, both attached hereto and incorporated herein by reference, from the D2 Downtown Retail Core District and place them within the D3 Downtown Core Development District. SECTION 3: Pursuant to the terms and conditions of this ordinance, the City Council hereby grants the Special Use Permit for a Planned Development applied for in case 21 PLND-0090, to allow the construction and operation of a new ten (10) story, 149 foot 6 inch tall, mixed -use building with a floor area ratio of 7.0, approximately five thousand one hundred seventy (5,170) square feet of ground -floor retail and approximately one hundred twenty-three thousand fifty (123,050) square feet of office/laboratory space and thirty-five (35) enclosed parking stalls on the Subject Property. -5- Page 5 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 SECTION 4: The City Council hereby grants the following Site Development Allowances: (A) Floor Area Ratio (FAR): A Site Development Allowance is hereby granted for a FAR of 7.0, whereas Subsection 6-11-4-6 of the Zoning Ordinance allows a FAR of 4.5 in the D3 District with Subsection 6-11-1-10(C)(2) allowing for a FAR of up to 8.0 to be requested. (B) Building Height: A Site Development Allowance is hereby granted for an approximately one hundred forty-nine and one half (149.5) foot building height, whereas Subsection 6-11-4-8 of the Zoning Ordinance allows a maximum of eighty-five (85) feet in the D3 District with Subsection 6-11-1-10(C)(1) allowing a height of up to one hundred seventy (170) feet to be requested. (C) Ziggurat Setback: A Site Development Allowance is hereby granted for a ziggurat setback ranging from 6.4 feet to 11 feet at the building height of 32 feet above grade where a minimum of 40 feet at the building height of 24 to 42 feet above grade is required along Orrington Avenue pursuant to Subsection 6-11-1-4 of the Zoning Ordinance. (D) Number of Parking Spaces: A Site Development Allowance is hereby granted for thirty-five (35) on -site parking stalls where a minimum of two hundred thirteen (213) is required pursuant to Table B of Subsection 6-16-3-5 of the Zoning Ordinance. SECTION 5: Pursuant to Subsection 6-3-8-14 of the Code, the City Council hereby imposes the following conditions on the Special Use Permit granted hereby, violation of any of which shall constitute grounds for penalties or revocation thereof pursuant to Subsections 6-3-10-5 and 6-3-10-6 of the Zoning Ordinance: A. Compliance with Applicable Requirements: The Applicant shall develop and operate the Planned Development authorized by the terms of this ordinance in substantial compliance with the following: the terms of this ordinance; the Development Plan in Exhibit D, attached hereto and incorporated herein by reference; all applicable City Code requirements; the Applicant's testimony and W-M Page 6 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 representations to the Design and Project Review Committee, the Land Use Commission, the P&D Committee, and the City Council. B. Construction Management Plan: The Applicant shall sign and agree to a Construction Management Plan (CMP) with the City of Evanston prior to issuance of the building permit. The CMP must include but is not limited to the following: water and sewer utility connections, construction staging plan, on - street and on -site construction parking restrictions, hours of operation, a plan including cross -sections showing pedestrian access around the site with the use of curb ramps, signage and/or striping, if necessary, foundation survey of surrounding structures including weekly reporting of seismographs for the duration of construction, submittal of environmental testing report prior to construction, visibility diagram for all construction site access points, a proposed schedule for street opening for utility connections with cross-section details, and project updates via monthly newsletter and project website. C. Construction Schedule: Pursuant to Subsection 6-10-1-9(A)(4) of the Zoning Ordinance, no special use permit for a planned development shall be valid for a period longer than one (1) year unless a building permit is issued and construction is actually begun within that period and is diligently pursued to completion. The City Council may, however, for good cause shown, extend the one (1) year period for such time as it shall determine, without further hearing before the Land Use Commission. Pursuant to Subsection 6-10-1-9(A)(3), each planned development shall be completed within two (2) years of the issuance of the building permit for the Planned Development. D. Multi -Modal Transportation: The Applicant agrees to the following with regard to the City's multi -modal transportation network: 1. Install all bicycle parking on the interior and the exterior of the building in compliance with the Association of Pedestrian and Bicycle Professionals (APBP) Guidelines; 2. Install showers in the locker room amenity on the tenth floor of the proposed building; 3. Maintain a pedestrian walkway along the proposed building and between the building and any patio area or outdoor dining cafe; 4. Construct the sidewalk along Orrington Avenue through the alley without a change in slope; 5. Contribute at least, but no more than, $5,000 to the City Divvy fund for the installation of a lightweight Divvy station; 6. Contribute no less than $100,000 to the City's public transit improvement fund; and Page 7 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 7. Install a Transit Tracker Board or similar system in the proposed building (TV and software). E. Green Building Ordinance: The Applicant agrees to comply with the City of Evanston Green Building Ordinance and obtain a LEED Silver Certification Rating or equivalent certification rating deemed acceptable by the Building Official. F. Affordable Housing Fund Contribution: The Applicant agrees to contribute no less than $310,000 to the City's Affordable Housing Fund for the public benefit of creating affordable housing, reducing homelessness, and other goals and objectives which support the purpose and intent of the creation of said fund, as approved by the City Council in their annual budget. G. Waste Management Plan: The Applicant agrees to provide a waste management plan which includes recycling, composting, and laboratory materials. H. Public Space Improvements: The Applicant agrees to contribute $50,000 toward the street furniture, activities, and other aesthetic improvements in downtown Evanston to enhance the public realm. I. Bird -Friendly Measures: The Applicant agrees to provide the exhibited Bird - Friendly in the final design and construction of the proposed building and continue to involve Bird -Friendly Evanston in design finalization. J. Off -Site Parking: Prior to issuance of a building permit, the Applicant shall execute a long-term parking lease agreement with the City of Evanston to lease a minimum of 100 spaces from either the 525 Church Street parking garage, or in agreement with the Parking Division Manager and in accordance with Section 6- 16-2-1 of the Evanston Zoning Ordinance, any City -owned parking garage within 1,000 feet of the Subject Property. The standard current monthly parking fee shall be that of the City -owned garage or garages from which the total of no less than 100 parking stalls are leased. The lease of 30 parking spaces would be initiated upon issuance of a Temporary Certificate of Occupancy (TCO) for the first tenant. The remaining leased spaces would be leased by the Applicant as the building is occupied and pro -rated by a percentage gross floor area occupied (e.g., if the building is 50% occupied, the applicant would be required to lease 75 spaces). Upon the building reaching stabilization, (i.e. 95% occupancy), the Applicant would be required to lease the full 100 spaces regardless of the building occupancy. The parking spaces shall be leased at market rate without fixed pricing and be subject to increases annually, and such increases shall not exceed the increases applied to other public parking spaces in the City -owned garage or garages. For a period of 60 months, starting from the issuance of the Page 8 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 TCO, the Applicant must provide annually to the City parking data detailing how many parking spaces (leased from the City and provided within the building) are utilized by the building tenants. The data must be provided by January 31 st of each year following the issuance of a TCO. At the end of the 36th month following the building reaching stabilization (as defined above) but no earlier than 36 months following the issuance of the TCO, the Applicant shall have the right to amend the parking lease agreement to match the highest number of vehicles cumulatively leased within the Church Street parking garage and/or any combination of City -owned garages per Section 6-16-2-1 of the Zoning Ordinance. K. Substantive Changes: The Applicant agrees that any substantive changes in the use or the building on the Subject Property must be approved as an amendment to this Planned Development by Subsection 6-3-6-12 of the Zoning Ordinance. L. Loading Stall Use: The Applicant agrees to prohibit deliveries to and pick up from the loading stall during the hours of 7:00 am to 9:00 am and 4:00 pm to 6:00 pm, Monday through Friday. M. Burial of Proximate Above -Ground Utilities: The Applicant agrees to bury all existing above -ground utilities in the alley located to the south of the Subject Property in conjunction with the associated alley reconstruction. N. Alley Reconstruction: The Applicant shall reconstruct the entirety of the public alley to the south of the Subject Property from Sherman Avenue to Orrington Avenue located to the south of the subject properties; 0. Prohibition of Tax Exemption: The Applicant agrees to record a covenant against the subject properties reflecting the following terms in a form acceptable to and enforceable by the City: 1. upon the completion of the proposed development, the applicant and any successors, owners, or operators, shall not petition Cook County or the State of Illinois for exemption from obligation in whole or in part real estate taxes; 2. in the event a change in law exempts the applicant from payment of real estate taxes on the basis of not -for -profit status, the applicant shall make annual payments in lieu of real estate taxes only to the City of Evanston, School District 65 and Evanston Township High School District 202 in an amount equal to the real estate taxes that the applicant would pay only to such taxing district if the applicant were not then so treated as an exempt not -for -profit; and 3. release from any and all provisions of said covenant shall require written approval by two-thirds (%) of Councilmembers elected to the City Council. Page 9 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 P. Recordation: Pursuant to Subsection 6-3-6-10 of the Zoning Ordinance, the Applicant shall, at its cost, record a certified copy of this ordinance, including all exhibits attached hereto, with the Cook County Recorder of Deeds, and provide proof of such recordation to the City, before the City may issue any permits pursuant to the Planned Development authorized by the terms of this ordinance. SECTION 6: If any provision of this ordinance or application thereof to any person or circumstance is held unconstitutional or otherwise invalid, such invalidity shall not affect other provisions or applications of this ordinance that can be given effect without the invalid application or provision, and each invalid provision or invalid application of this ordinance is severable. SECTION 7: This ordinance shall be in full force and effect from and after its passage, approval and publication in the manner provided by law. SECTION 8: The findings and recitals contained herein are declared to be prima facie evidence of the law of the City and shall be received in evidence as provided by the Illinois Compiled Statutes and the courts of the State of Illinois. Introduced: March 03 Adopted: March 14 Attest: , 2022 Approved: , 2022 3/24 /n - - / Q 2022 Daniel Biss, Mayor Approved as to form: \1 ✓✓ccicola s �. Cun Nicholas E. Cummings, Corporation -10- Page10 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 Stephanie Mendoza, City Clerk Counsel -11- Page11 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 EXHIBIT A LEGAL DESCRIPTION Parcel 1: The east 50 feet of lot 12 in block 16 in the village (now city) of Evanston in the southeast'/4 of the northwest '/4 of section 18, township 41 north, range 14 east of the third principal meridian, in Cook County, Illinois. Also, Parcel 2: Part of lot 1 in block 16 in village (now city) of Evanston in section 18, township 41 north, range 14 east of the third principal meridian, as described as follows: commencing at a point on the easterly line of said lot 1, 81 feet northeasterly of the southeast corner of said lot; running thence northeasterly on said easterly line, 77 feet 9 5/8 inches to the northeast corner of said lot 1; running thence westerly on the north line of said lot 1, 118 feet 7 1/2 inches, more or less to the northwest corner of said lot 1; running thence south on the west line of said lot, 51 feet 3 inches to a point on said west line 99 feet north of the southwest corner of said lot; running thence southeasterly 96 feet 7 inches more or less, to the point of beginning, Cook County, Illinois. Also, part of lot 1 in block 16 in village (now city) of Evanston in section 18, township 41 north, range 14 east of the third principal meridian, described as follows: commencing at a point on the easterly line of said lot 1, 49 feet northerly of the southeast corner of said lot, thence running northeasterly on said east line 32 feet; thence northwesterly 96 feet 7 inches, more or less, to a point on the west line of said lot, 99 feet north of the southwest corner of said lot, running thence south on said west line, 32 feet; thence southeasterly 85 feet 7'/2 inches, to the point of beginning in Cook County, Illinois. That part of lot 1 in block 16 in Evanston, described as follows: commencing at the southeasterly corner of said lot 1; thence northeasterly along the easterly line 49 feet; thence northwesterly to a point in the west line 67 feet north of the southwest corner of said lot; thence southerly along the westerly line 67 feet to the southwest corner of said lot; thence east along the south line 70.38 feet to the place of beginning, in Cook County, Illinois. PINs: 11-18-127-012-0000, 11-18-127-019-0000 Commonly Known As: 1732-34, -40 Orrington Avenue --12-- Page12 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 EXHIBIT B Addresses and PINs of Properties Removed from the D2 Downtown Retail Core District and Placed Within D3 Downtown Core Development District PINs: 11-18-127-012-0000, 11-18-127-019-0000 Commonly Known As: 1732-34, -40 Orrington Avenue --13- Page13 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 EXHIBIT C Map of Properties Removed from the D2 Downtown Retail Core District and Placed Within D3 Downtown Core Development District -14- Page14 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 15-0-22 EXHIBIT D Development Plan -15- Page15 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Site Plan CLARK STREET HE iETCFC iE )E )ICATE66'(0) ENTRT PLAZA____ ;, q� _ L_ _-- --` — 0 0 60. MZN o e ° F=AE LD- o o • � wow )w, IERVDxa. 0 DINT i �a s- 4•a 1c m� 0 2 �c •! .; :w;: LADING TRT ,° .—T IN6 ENTRT. n �� b�ss Ee ° CX ..4 Sa C ixC1038 TC°)E SET. C i.'"SS TO )E SET -° �'a 1n, t ° � OWLINEyo.; E O� / N =CUN)>K2.'4M81.3S'W� *=SSCN-LINE °-! r PUBLjC ALLEY° ° ,° °.°' '„ < / v OUN)RiCSS ON-LINES4.13F �, / O j V TmmmeflCrOwCOmpany FEB 28, 2022 1740 Orrington Avenue DESIGN P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa Area Summary Use Level -1 Parking Level 1 Multiple Level 2 Office/Lab Level 3 Office/Lab Level 4 Office/Lab Level 5 Office/Lab Level 6 Office/Lab Level 7 Office/Lab Level 8 Office/Lab Level 9 Office/Lab Level 10 Amenity Level 11 Mechanical TOTALS AREA SUMMARY Parking Parking/ Vertical Total GSF Loading Circulation MEP/Acc Retail 18149 13154 1701 3294 18454 2556 1626 4500 5,170 18833 0 1676 632 19554 0 1556 632 18576 0 1556 632 18576 0 1556 632 18576 0 1556 632 18576 0 1556 632 18576 0 1556 632 18576 0 1556 632 18576 0 1556 632 11351 0 1556 9795 216,373 15,710 19,007 23,277 5,170 Other (BOH, Green Roof/ Office/Lab Balcony Toilets, etc.) Terrace* Floor Area Standard ADA 0 0 0 0 0 33 0 0 4602 0 9,772 15850 0 675 0 16525 14800 410 638 1518 15848 15400 350 638 0 16388 15400 350 638 0 16388 15400 350 638 0 16388 15400 350 638 0 16388 15400 350 638 0 16388 15400 350 638 0 16388 0 0 9216 7172 9216 0 0 0 0 0 123,050 2,510 18,959 8,690 149,689 33 GSF applicable to FAR 149,689 Parcel Area 21,524 FAR (Total GSF excluding Parking/Loading, Vert. Circulation, Mech/Acc/Trash) 6.95 Motorcyle 2 8 2 8 N O ti O O) M 0_ 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lower Level 6.1 7.1 8.1 : / I STORAGE �— 6815F I s 8 S s s 8 s m I 33 STANDARD / l 2 ADA Co 8 MOTORCYCLE I � DN n Ca Jn/ PARKING V 13,1545E Ca co 71, I �I C', MECN / 9305E 1,3515F / I co, Ca WATER SERVICE FIRE PUMP 3325E o I N 0 n 1740 Orrington Avenue P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa Level 01 o =a-L. o I9-L. o -O% LOADING ENTRY, 14'GLEAR HEIbHT CD 0 zo•-tlN I PARKING ENTRY, B'-z'LLEAR HEIGHT CN N 0 CD Q) n 1740 Orrington Avenue nA P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa Level 02 -- ��-----r� _ ----- -- I _ I I m I I I I I I I I I I N 0 0 N N t� (6 1740 Orrington Avenue P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa Level 03 6.1 I I I I I / —__—__—__ -------- — ----------------- a I I iI I ` I I I I I " 244SF / �- ------ I r, ry I 1,152 SF I I I y 14,777 SF I / e�IDF , m 64SF / r I / / I , E —1 ELEc 119 SF / / MECA I I 1�SSF I II I N 0 a) n 1740 Orrington Avenue nA P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa Levels 04-09 V �s-6 V n-6 4i 33-o V 33-0 4i I I I I I / 0 7.1 8.1 346 SF 5ET-K BETBP4K MA% 1 � T 1 /I I / I 0 1 I � I OFFICE/LAB 15,163 SF 1 / sE;e�K MTN I ELEC 176 SF I _ / / m'^ 1 SF —! — _--I — — ' — —— —I L' ------ ---- ---- —_ — I i —T Q3 B„a ,T 10 6, BETE KAT N O N a� (6 1740 Orrington Avenue P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa Level 10 O-- (D--- I BOARDROO 9235E I CORE 1,152 SF LOUNGE 3,239 SF TOWN HALL 859 SF I I LOCKERS — 8315E I / I ITNESS 1,713 SF I / I _-m6-__1_�_�-_ 6.1 7.1 5,051 SF __ _____—_- ------------ 1740 Orrington Avenue nA P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa Level 11 C m n 1740 Orrington Avenue P&D I City Council ID: 17e04Ocb9Oda216O4Oabbb5a3ba3a4O1faa 01- GLAZING TYPE 1- LOW REFLECTANCE 02 - FORMED DECORATIVE PANEL 03 - MP 2 @ SHADING (COMPOSITE PANEL OR PAINTED ALUM PLATE) 04 - METAL PANEL 1 (COMPOSITE PANEL OR PAINTED ALUM PLATE) 05 - METAL PANEL 2 (COMPOSITE PANEL OR PAINTED ALUM PLATE) 06- METAL RAILING (TRICORNBLACK) 07 - SEALED MASONRY BLOCK 08- METAL PANEL 3 (WOOD LOOK MCM OR ALUM) 09 - MECHANICAL LOUVER MATCH MP1 10 - L1 STOREFRONT (DARK BRONZEANOD) 11 - L3 METAL RAILING (TRICORN BLACK) 12 - MECH EXHAUST 13 - VERTICAL FORMED ALUM FIN (MP-2) East Elevation STEP LIGHTS AND PLANTER LIGHTING @ ROOF AMENITY — — — —� ROOF 0o LEVEL 11 SEE TYPICAL 100RPLAN FOR ZtPaPaUR/ i DtMS -F 149' 6" MAX HEIGHT OCC. SPACE e'a^ilr o^ LEVEL 10 VARIES — -- — — —�— & 135' 0" AMENITY SETBACK o LEVEL 09 LEVEL 08 LEVEL 07 LEVEL 06 Uj 1 W a a LEVEL 05 N a LEVEL 04 LEVEL 03 — — — — 32' 0" AT ZIGGURAT LEVEL 02 LEVEL 01 1.0 (V 0 10 20 50 l00 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa ROOF LEVEL 11 149' 6" MAX HEIGHT OCC. SPACE - - - LEVEL 10 135' 0" AMENITY SETBACK - - - LEVEL 09 --- LEVEL 08 a LEVEL 07 a LEVEL 06 a LEVEL 05 a LEVEL 04 a LEVEL 03 ° 32' 0" AT ZIGGURAT - - - LEVEL 02 LEVEL 01 South Elevation ❑7 STEP LIGHTS AND PLANTER LIGHTING @ROOF AMENITY / f IIF 01 - GLAZING TYPE 1 - LOW REFLECTANCE 02 - FORMED DECORATIVE PANEL - COLORTOMATCH MP2 03 - MP 2 @ SHADING (COMPOSITE PANEL OR PAINTED ALUM PLATE) 04- METAL PANEL 1 (COMPOSITE PANEL OR PAINTED ALUM PLATE) OS - M ETAL PANEL 2 (COMPOSITE PANEL OR PAINTED ALUM PLATE) 06 - METAL RAILING (TRICORN BLACK) 07 - SEALED MASONRY BLOCK 08 - METAL PANEL 3 (WOOD LOOK MCM OR ALUM) 09 - MECHANICAL LOUVER TO MATCH MP1 10 - Ll STOREFRONT (DARK BRONZEANOD) 11- L3 METAL RAILING (TRICORN BLACK) 12 - MECH EXHAUST 13 - VERTICAL FORMED ALUM FIN (MP-2) VARIES F 6' 4" - 11' 0" SEE TYPICAL FLOORPLAN FOR ZIGGURAT DIMS (',I I 0 10 20 50 100 li 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 01- GLAZING TYPE 1- LOW REFLECTANCE 02 - FORMED DECORATIVE PANEL - COLOR TO MATCH MP 2 03- MP 2 @ SHADING(COMPOSITE PANEL OR PAINTED ALUM PLATE) 04- METAL PANEL 1 (COMPOSITE PANEL OR PAINTED ALUM PLATE) 05- METAL PANEL 2 (COMPOSITE PANEL OR PAINTED ALUM PLATE) 06- METAL RAILING (TRICORN BLACK) 07 - SEALED MASONRY BLOCK 08- METAL PANEL 3 (WOOD LOOK MCM OR ALUM) 09 - MECHANICAL LOUVER TO MATCH MP1 10 - Ll STOREFRONT (DARK BRONZEANOD) 11 - L3 METAL RAILING (TRICORN BLACK) 12 - MECH EXHAUST 13 - VERTICAL FORMED ALUM FIN (MP-2) __j m RECESSED CANS @ UNDERSIDE West Elevation - - - -- - ROOF I CI LEVEL 11 149' 6" MAX HEIGHT OCC. SPACE LEVEL 10 - - 135' 0" AMENITY SETBACK LEVEL 09 a LEVEL 08 LEVEL 07 LEVEL 06 a LEVEL 05 LEVEL 04 LEVEL 03 - 32' 0" AT ZIGGURAT LEVEL 02 LEVEL 01 O CN I � D 10 20 50 10D li 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 01 - GLAZING TYPE 1 - LOW REFLECTANCE 02 - FORMED DECORATIVE PANEL - COLORTO MATCH MPZ 03 - MP 2 @ SHADING (COMPOSITE PANEL OR PAINTED ALUM PLATE) 04 - METAL PANEL 1 (COMPOSITE PANEL OR PAINTED ALUM PLATE) 05 - METAL PANEL 2 (COMPOSITE PANEL OR PAINTED ALUM PLATE) 06 - METAL RAILING (TRICORN BLACK) 07 - SEALED MASONRY BLOCK 08 - METAL PANEL 3 (WOOD LOOK MCM OR ALUM) 09 - MECHANICAL LOUVER TO MATCH MP1 10 - L1 STOREFRONT (DARK BRONZEANOD) 11- L3 METAL RAILING (TRICORN BLACK) 12 - MECH EXHAUST 13 - VERTICAL FORMED ALUM FIN (MP-2) ROOF - - - - LEVEL 11 149' 6" MAX HEIGHT OCC. SPACE - - - - - - - - ----RM LEVEL 10 O SEE TYPICAL FLOORPLAN v FOR ZIGGURAT DIMS 135 0 AMENITY SETBACK - - - - -I—+ LEVEL 09 VARIES T 1 LEVEL 08 U LEVEL 07 a m W - Q LEVEL 06 LEVEL 05 LEVEL 04 LEVEL 03 TT 00 North Elevation » 1 U 50 100 Co 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa NORTHEAST PERSPECTIVE TTr\amlm�e■ll CrowCompany FEB 28, 2022 CS V I ARCHITECTURE & CESIGN A .1 _ s + m - 3 G' f ft . a - - CN r N O O CO (6 D_ 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa pq OEM. t 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa N O N M (6 d 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa WEST ELEVATION - MP DETAIL N O co co N cm f6 d 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa r 11411791M s 10 r IV IM 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa t V AL 0 Mi N O LO CO N (6 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa TTr\amlm�e■ll CrowCompany CS V I ARCHITECTURE &.1-.11 'OR EAST PEDESTRIANTX IER I T CORNER I I I / I r 4 ilk FEB 28, 2022 �Tr\amlm�e■ll CrowCompany CS V I ARCHITECTURE & UESIGN IL- FEB 28, 2022 LEVATION I VEHICULAR EXPERIE .•Ox •._' Vfk HERETCFCRECEVCATEC STREET TREE SPECIES TYP A -- � E1 L ORNAMENTAL TREE 1'fi "'rd' arr. ENCkd 6C"E ON PERENNIALS/GRASSES TYP LOW GROWING EVERGREEN SPECIES Is TREE GRATE TYP �� i LOW GROWING EVERGREEN SPECIES RAISED PLANTER APPROVED STIR T TREE SPECIES P RAISED PLANT R NT � 51 AIS PLANTER ""'i LOBBY ® PERENNIALS/GRASSES TYP O LOW GROWING EVERGREENPECI 4,. -- ---- - At J 47 ���-��� �' BX^w4 - - a A ° ;� ° ° ° ° ECX ^ 5° > BUNE SET° ° PUBLJ9 ALLEY'° ° 1�' ° Q CUNC J' OWLiNET 'E° - RAISED PLANTER LANDSCAPELEGEND 0 LowG—ING -Bs Landscape Plan 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Everglow Yew Planting Size: 8"-12" Tall Mature Height: 1.0'-l.S' Mature Spread: 4.0'-5.0' Marginal Wood Fern Planting Size: 1-Gallon Container Mature Height: 1.5'-2.0' Mature Spread: 1.5'-2.0' Green Gem Boxwood Planting Size: 12"-18" Tall Mature Height: 3.0'-4.0' Mature Spread: 3.0'-4.0' Creeping Lilyturf Planting Size: 1-Gallon Container Mature Height: 0.75'-1.5' Mature Spread: 1.0'-2.0' 1740 ORR[NGTON AVENUE Conceptual Planting Palette: Low Growing Evergreens Korean Boxwood Planting Size: 12"-18" Tall Mature Height: 2.0'-4.0' Mature Spread: 3.0'-5.0' v3 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Magnus Cone lower Planting Size: 1-Gallon Container Mature Height: 2.5'-3.0' Mature Spread: 1.0'-1.5' Wizard of Ahhs Speedwell Planting Size- 1-Gallon Container Mature Height: 1.0'-2.0' Mature Spread: 1.0'-2.0' Coral Reef Beebalm Planting Size: 1-Gallon Container Mature Height: 3.0'-4.0' Mature Spread: 2.0'-3.0' 1740 ORR[NGTON AVENUE Conceptual Planting Palette: Perennials Husker Red Beardtongue Planting Size: 1-Gallon Container Mature Height: 2.0'-3.0' Mature Spread: 1.0'-2.0' N O 0 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Northern Sea Oats Planting Size: 1-Gallon Container Mature Height: 2.0'-5.0' Mature Spread: 1.0'-2.5' Tufted Hair Grass Planting Size: 1-Gallon Container Mature Height: 2.0'-3.0' Mature Spread: 1.0'-2.0' 1740 ORR[NGTON AVENUE Conceptual Planting Palette: Grasses Shenandoah Switch Grass Planting Size: 1-Gallon Container Mature Height: 3.0'-4.0' Mature Spread: 3.0'40' 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Little Woody Redhud Planting Size: 1 112" Caliper Mature Height: 10'-12' Mature Spread: 8.0'-10' Fringe Tree Planting Size: 1 1/2" Caliper Mature Height: 12'-20' Mature Spread: 12'-20' 1740 ORR[NGTON AVENUE Conceptual Planting Palette: Ornamental Trees Vx 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Green Mountain Sugar Maple Planting Size: 2 112" Caliper Mature Height: 40'-60' Mature Spread: 25'-4S' Urban Hybrid Elm Planting Size: 2 1/2" Caliper Mature Height: 40'-SO' Mature Spread: 30'-35' 1740 ORR[NGTON AVENUE Conceptual Planting Palette: Street Trees Espresso Kentucky Coffee "free (Fruitless) Planting Size: 2 1/2" Caliper Mature Height: 40'-50' Mature Spread: 30'-35' V3 1740 Orrington Avenue P&D I City Council ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa ARCHITECTURAL LOUVER (4" DRAINABLE BLADE - COLOR MATCH MP) MASONRY BLOCK (ECHELON) INSULTECH - SHADOW GRAY Exterior Materials F_- GLAZING - GLASS TYPE 2 BOD - SOLARBAN 60 (2) ACUITY + ACUITY VLR- 11% VLT-73 (LEVEL 1 STOREFRONT) GLAZING - GLASS TYPE 1 BOD - SOLARBAN 60 (2) OPTIGRAY + CLEAR VLR - 8% VLT- 50 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa vr,i S rr �'ctti hPbW �.r^ Cafe Seating ---- Extruded Metal Trim --- Dark Bronze Finish Louver Banding --- S Q LF ;iW-K Wood Metal Panel Active Use Space Overhead Awning Dark Bronze Finish L -Cast Stone Kneewall Tenant Signage Per Evanston Sign Code Exterior Sconce Lighting 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa I OWN, 9 7k, ME" &L 6" Recessed Downlights Double Height Lobby :--Cast Stone Kneewall Plaza Plantings Evanston approved site trees Plaza Seating 1740 Orrington Avenue P&D I City Council oc ID: 4bc6817eO4Ocb9Oda2l6O4Oabbb5a3ba3a4Olfaa } 6.1/2 16.5 6-1/2 _3-1/8— (16.5)_ (7.9) �1 https:/rmg.acuitybrands.com/pu blic-assets/catalog/122749/olsr-oiss.pdf?abl_ver- sion=11%2f28%2f2021+23:10:25&DOC_Type=SPEC_SHEET 9 15/16" (23 7 15/16" 6 1/4' DIA (1ss) (159) �4. 1 /2"NPT NIPPLI 21) http s:Hi mg. acuitybrands.com/pu blic-assets/catalog/47144/4640_km_led_white. pdf?a bl_ver- sion=11 %2f22%2f2021 +18:45:50&DOC_Type=SPEC_SH EET 3.85'W (97mm) ............. ..... 212'W (54mm) 0 1.75"H (45mm) .... 1.3H :..... ..............: (33mm) 5.25"H 1.25"W (133mm) (32mm) 155"W(39mm).............I 2.2'H ..... ........ .... (55mm) ,.. ..1.6'W (40mm) 1.3'W (33mm) https://www.prol ighting.com/specsheets/_specsheet_Commgradelightstring-is2.pdf Level 10 (Amenity Deck) Code required step lighting for Level 10 and Level 1- Accent uplighting at planting beds, Level 10 (Amenity Deck) Decorative string lights within illuminated pathways - Located at raised planters time sensitive fixtures will shut off during overnight hours. overhead shading structure. Time sensitive fixtures will shut off during overnight hours Level 1 (Building Accent) Sconce fixtures located at vertical Level 1- Bollard fixtures located within level 1 planting beds L1-L9- Recessed downlights within soffits/canopies of column expressions to create safe/vibrant pedestrian along Orrington for outdoor bistro/restaurant. private balconies and building entrance. pathways along buildings edge ee 4' H 4 xW +T 187 httpsJlcdn.shopify.com/s/files/1 /l SS4/9515/fileslUHP1113_SPEC.pdfly=1531513534 — r"Z https://www.alconlighting.com/specsheets/alcon/l 1418.pdf https://www.alconlighting.com/specsheets/alcon/l 4134-M irage_RG BW. pdf Exterior Lighting Refer to next page and building elevation for light locations 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa N O CO V N 0) m n 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa I Wayfinding/Signage i 14 Address monument signage at entry with eyebrow anchor tenant - primary pedestrian entry point. N Parking indicator from one-way along Orrington. Loading and Parking 0 Entry's marked with indicators above. auditory warning light and sounds for pedestrian safety n 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Bird Collision Deterrence - FACADE ZONE 1 (FIRST 12'-0" ABOVE LEVEL 10 GREEN ROOF) 135'-0" 04 'l 44'-0" (12'0" ABOVE lit LEVEL 3 GREEN ROOF) FACADE ZONE 1 (FIRST 36' ABOVE GRADE PLUS 12' ABOVE LEVEL 3 GREEN ROOF) ids J Z O N w 0 U LL IF cq _ipo BIRD FRIENDLY STRATEGIES: LEVEL 10 (FACADE ZONE 11 10.1 - EXTERIOR LIGHTING FIXTURES SELECTED TO REDUCE GLARE AND LIGHT SPILL/POLLUTION. NON CODE REQUIRED LIGHTS PROGRAMMBLE, TO BE DIMMED OR TURNED OFF WHEN NOT IN USE. 10.2 - PROGRAMMABLE INTERIOR LIGHTING WITH OCCUPANCY SENSORS 10.3 - ALL METAL RAILINGS AND METAL INFILL PANELS 10.4 - LOCATE LOW-LYING PLANTINGS TO REDUCE REFLECTIONS AND MINIMIZE COLLISIONS 10.5 LOW REFLECTIVITY GLAZING LEVELS 4-9 (FACADE ZONE 2) 4.1 -VERTICAL MULLION EXTENSIONS/FINS INTERRUPT LONG EXPANSES OF GLASS 4.2 - PROGRAMMABLE INTERIOR LIGHTING WITH OCCUPANCY SENSORS f4.3 - BALCONY RAILINGS WITH BIRD FRIENDLY GLASS OR METAL INFILL PANELS. 4.4 - LOW REFLECTIVITY GLAZING LEVELS 1-3 (FACADE ZONE 1) 1.1 - EXTERIOR LIGHTING FIXTURES SELECTED TO REDUCE GLARE AND LIGHT SPILL/POLLUTION. - LIGHTS NOT REQUIRED BY CODE OR FOR SAFETY - TO BE PROGRAMMBLE, DIMMED OR TURNED OFF WHEN NOT IN USE. 1.2 - PROGRAMMABLE INTERIOR LIGHTING WITH OCCUPANCY SENSORS. LIGHTS NOT REQUIRED BY CODE OR FOR SAFETY TO BE PROGRAMMBLE, DIMMED OR TURNED OFF WHEN NOT IN USE. 1.3 - ALL METAL RAILINGS AND METAL INFILL fy. PANELS 1.4 - LOCATE LOW-LYING PLANTINGS TO REDUCE `.� REFLECTIONS AND MINIMIZE COLLISIONS 1.5 - LOW REFLECTIVITY GLAZING 1.6 - RECESSED GLAZING AND ENTRIES WITH i� OVERHANGS ON LEVELS 1 & 2 TO MINIMIZE N FLY -THROUGH CONDITIONS'1�4 o _� `SITUATIONS IN WHICH GLASS ELEMENTS PROVIDE ANY CLEAR � LINE OF SIGHT TO BIRDS CREATING THE ILLUSION OF A VOID LEADING TO THE OTHER SIDE. (6 d 1740 Orrington Avenue P&D I City Council ocID: 4bc6817e040cb90da216040abbb5a3ba3a401faa t _ J Irk 41 I , Evanston m -- /T'r�amlm�ellCrowCompany C S V I ARCHITECTURE & DESIGN c car, t rA n .IF l� _-'11011lr',' • �tit�tiN I fi' � - �•. _ ,l# a �Emerson�Stt - ` E nerSOn, fill i a Ag IX Ile 4k r �.14 l I /ram e FEB 28, 2022 1740 • • & Site C o ntext I '� `•� 7� � - —_mil' '�j � � I -,ati O O.� �'L� ,� f, ❑ _ i i'A 21 o er an m m.;rAN P'.. 1740 Orrington Avenue P&D I City Council ocID: 17e040cb90da216040abbb5a3ba3a401faa C c ` `j * r ■ � DESIGN VEHICLE r �R� ■ ALE: I- I pIfffiffffif << -T ■ :. is ■ �"'' • i . I l ( , ► �„ i `s 20-00 ra ' E:D _ S U- 30 Fall ` Track : &OD r y Lock to Lock Time : 6.4Q , r. �'-- • ti .; Sloonslg Angie : 31A NTIAL Jk1 ! wItC�a s�f 11 Baby d Vchrk: - ' Front Tires Path - Rear T,,*, Path, ILI 7 VIP i J-61 ' 11 ■ R � � do ,K i W r W d •4&jo r• �' W , ► Lo co OFFICE BUILDING DRAAN: ko CHtCKLML►1 DEVELOPMENT SINGLE UNIT TRUCK INBOUND MANEUVER DATE 10135 ` V `2'�2' PROJECT 2t•l�s EVANSTON, ILLINOIS EXHIBIT: Al lanityLi yyr.n, p'11�r,�J�kc�na.lnc UOC IU: 4tJCb6'1 teu4ucbyuCJaz'IbU4uaDDtDba3t)a ia4U'ITaa I OFFICE BUILDING DEVELOPMENT EVANSTON, ILLINOIS DESIGN VEHICLE J 20-00 t� �r S U 30 Fog `` 'Nxtth : &01) • �� j ( ! 1 ~ Track : &OD " T r LC(k w Lock Time : SDI) t� 1 SloeriN Anq*o : 31A y Baby d vC."li--k. - ------- - Front Tires Path - + , Rear T,vs Patti - — — N lw Oka I F t I t NEW r 1 A `, r • wit, SINGLE UNIT TRUCK OUTBOUND MANEUVER :F 7 r y •• SC LA • -134 A 1 FW y f C� 1 � o m 0) M 0_ DRAM; WD CHeCK&M, LA, DATE: 1v•11.2s FtEV: 42.4Fr21 PRQSECT F 21.1is EXHIBIT: A2 1 �nipl+re�r.n,P'1lIr,IJ�rr�nn.ln�- UOC IU: 4DCtDO l teu4uCDJUaa/-U4uaDDDJajDaja4u ITaa I i N 00LO , 1740 Orrington Avenue Staff Comment Review I DAPR ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Contribution Contribution of $310,000 toward the City' to 11vvy fund/account $5,000 affordable housing fun As of 3/14/22 Per 2/28/22 comments Contribution of $100,00 to the City' s public transit improvement fund Elimination of 2 curb cuts and a net gain of 3 on -street public parking stalls $10,000 Installation of Transit Tracker Board with the estimated public benefit of $25,000 Reconstruction of public alley $235,000 Burial of above -grade utility lines along the public alley with the estimated public benefit of $100,000 in Contribution of $50,000 to the street furniture, activities, and other aesthetic improvements downtown Evanston TOTAL PUBLIC BENEFIT approximately $835,000 OTHER BENEFITS Modern building design to replace an existing building and open parking lot Implementing Bird -Friendly features New retail/dining customers as the prospective employees of the office/laboratory space Construction Jobs - committed to job fair focused on hiring local Job creation from the office/laboratory space and retail/restaurant space New street trees on Clark Street Stormwater detention per enhanced code Estimated over $45,000,000 ($20MM NPV) increase in real estate taxes over 20 years compared to existing N O M if ) N O) co n CBRE U.S. Life Sciences Trends The "Century of Biology" lifts off NOVEMBER 2021 Q� 2�� � AKEp,W PYS takea`uays frI,V,v om { &pco9",etavY \ © 202-, C o, \nc. �o�{\dent�a (9 maret has never k 'Che rorgel. een 5t ed \n b Pf\u\-ntd\ \tear a d,,BVN6 �e hght, >aet°vvd nevi \°sbpcan c°�txon. ms `ea arkete premier rr9 and Sur u`Ses� gent. the S and Sri n San Ftanc\the d°m\Want 80stO \eg° rema\n Durham, San D Ra\6c3 sh�n9tOn, markets' and � a \ r\a t aP\d\y • D ph\\ade P °en\X be9`n t° C at t\s\ng p and ph pt\anta emerge. Ad r.te rm outXook nea e. � a`rs br 9h ent veO d sent \m ds an Data tree i\e\d sug9e Ckek ito�` st hued act\ve ne 't year. c°n c°na\t\Dns °ve< 216o4oabbg5a3ba3a401faa D \D o�'•4b6$1�e��O�p9�da 2 The big picture 1 Geneticists J. Craig Venter and Daniel Cohen 1997 Confidential & Proprietary I © 2021 CBRE, Inc. "If the 20th century was the century of physics, the 21st century will be the century of biology. " w o` THE BIG PICTURE The genomics revolution has begun U.S. Venture Capital Investments in Companies Specializing in Gene Therapy and Gene Editing ($, Billions) 3.0 2.5 I 1.5 1.0 iIN loW 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021* 'mi % of all US Life Sciences VC funding Deal Volume (L) Source: CB Insights, CBRE Research, Q4 2021. *2021 data is last four quarters through Q3 2021. (%) 10 9 8 7 6 5 4 3 2 1 0 Confidential & Proprietary I © 2021 CBRE, Inc. 5 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa THE BIG PICTURE An acceleration in life sciences discovery and innovation Novel Drug Approvals by the FDA (count) 50 40 KM K11 10 u 2017-2021 Average: 52 2006-2010 Average: 22 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 Source: FDA, CBRE Research, Q4 2021. Projected 2021 Total Confidential & Proprietary I © 2021 CBRE, Inc. 6 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa THE BIG PICTURE Driven by soaring health-care costs and an aging global population U.S. Federal Outlays for the Major Health Care Programs (% of GDP) Medicare ■ Medicaid, CHIP, and Marketplace Subsidies 9 8 6 5 4 3 2 1 0 1L006 1300 e e T01"` e e e 96or" `o", e e e e `o"111 e e 9,01ko Source: Congressional Budget Office, The 2021 Long -Term Budget Outlook, Q4 2021. Confidential & Proprietary 1 © 2021 CBRE, Inc. 7 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa --tee Numan GE Seaueoce the Cost to FaciliCaCedby asSl�e ecbn01109 �Cs advanceznen tea\ & Proprietary � ©2021 GBRE, \nc. CO,t\ en �10,000'000 51000'000 �100,000 $10,000 �1000 $100 00^• 01 O rp SJ � o rart�, N°ember 2021. source: NNGR� Gen°me SegUencmg pr 9 OHO `LOBO ,anti fat jon O~� o� rp SJ� da2,\6�pabbb5a3ba3a40�faa pgpcbg0 Doc \D 4b�68��e a N 0 m o- n N o G CD D( w W o m CD CCD o o Q W N m O 3 • _ _ • VID /TOD � O O � O l V �v 2 J O � O I p CA m n C M m ;I r � I THE JOBS BOOM Life sciences now a leading source of U.S. employment growth Confidential & Proprietary 1 © 2021 CBRE, Inc. U.S. Employment Growth by Segment (indexed to 1.0 in September 2011) (Index) 2.0 1.6 IV 1.2 1.0 0.8 1 9 11 ,Lp1`L `Lp1� ,Lp1�` `Lp1� �p1�O ,Lp1� 011 ,Lp1°lj lop ,Lp`L1 se"?ceP cep ce9 S69 ce'P S69 se"?ce9 S69 ce9 o a� Total Nonfarm Total Life Sciences Biotech R&D Technology a Source: CBRE Research, US BLS, Q4 2021. 11 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa THE JOBS BOOM Biotechnology R&D jobs are growing at their fastest pace on record U.S. Biotechnology R&D Employment 111111111111111111111111111-year Change (L) Biotech R&D Employment (R) (Thousands) 300 10 8 6 4 2 0 -2 -4 v 50 eP11 eP1� eP1� eP1� eP1� eP;L1 c ePC c eP C c eP c eP c eP c eP c eP S S S S S S Source: CBRE Research, US BLS, Q4 2021. It N 0 0 r; Q) n Confidential & Proprietary 1 © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa The largest life sciences hubs by employment Total life sciences employment (2020) • SEATTLE (25K) PORTLAND (10K) MINNEAPOLI (44K SAN FRANCISCO BAY AREA (129K) CALIFORNIA DENVER-BOULDER 0 (291K) (25K) • LOS ANGELES INLAND EMPIRE 0 (46K) (7K) ORANGE COUNTY8 PHOENIX (40K)1�1 • (22K) SAN DIEGO (69K) NORTHEAST CORRIDOR (349K) S • ! DETROIT •(36K) CHICAGO • � (57K) PITTSBURGH INDIANAPOLIS (17K) ST LOUIS (22K) (20K) ORTH 0 (24K) HOUSTON AUSTIN (31K) (10K) �NTA (15K) BOSTON-CAM BRIDGE �1 (104K) NEW YORK CITY (52K) r NEW JERSEY (76K) PHILADELPHIA (52K) WASHINGTON, D.C.- BALTIMORE (65K) RALEIGH-DURHAM (34K) ORLANDO (10K) TAMPAe (14K) MIAMI-FORT LAUDERDALE (22K) N 0 N n o_ Confidential & Proprietary I © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Strongest life sciences job growth Life sciences clusters with above -average total life sciences or R&D employment growth between 2019 and 2020. SEATTLE 3.6% TOTAL 5.9% R&D SAN FRANCISCO BAY AREA 5.6% TOTAL 8.5% R&D ORANGE COUNTY • 2.7% TOTAL 10.0% R&D '0 WASHINGTON, D.C.- BALTIMORE • 4.7% TOTAL .� 7.9% R&D I PHOENIX 8.5% TOTAL � - DALLASUAI 2.9% R&DPr • FORT WORTH 3.8% TOTAL 5.4% R&D • AUSTIN • 1� • HOUSTO 3.7% TOTAL 0.8% TOTAL 7.3% R&D 9.0% R&D ATLANTA 1.7% TOTAL 15.3% R&D BOSTON-CAMBRIDGE • 4.4% TOTAL 6.8% R&D • NEW JERSEY —0.2% TOTAL 7.1% R&D I RALEIGH-DURHAM 5.0% TOTAL 6.7% R&D N 0 M r- a) 0) Ca 0- Confidential & Proprietary I © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 14 THE JOBS BOOM Urban markets see faster growth Total Life Sciences Employment Change (2017-2020) 100% 90% 80% 70% 60% 50% 40% 30% Urban markets growing faster 20 % 10% 0% o J��� �P o�Q'oor G o�r�� GP �ta�c�sGo o��cl P P fade\p��a o���� d\eSe�G G\ G okSar o�61AG G`�Ok 'oko�\ ��d Sar G� o.°�.g Source: CBRE Research, US BLS, Q4 2021. G010 ok G\*\\ Confidential & Proprietary I © 2021 CBRE, Inc. 15 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa THE JOBS BOOM 98 % of specialty life sciences PhDs are granted in the top 12 U.S. clusters Confidential & Proprietary 1 © 2021 CBRE, Inc. Share of Life Sciences `Speciality' PhDs by Market Boston -Cambridge San Francisco Bay Area Washington, D.C.- Baltimore New York City Los Angeles San Diego Is Denver -Boulder New Jersey Chicago Seattle Raleigh -Durham Ila Rest of the United States 2% Source: CBRE Research, Degrees in Cell/Cellular Biology and Anatomical Sciences, Microbiological Sciences and Immunology, Genetics, Biomathematics Bioinformatics and Computational Biology, Biotechnology, Biochemistry Biophysics and Molecular Biology, Biomedical/Medical Engineering, Biochemical Engineering, Biological/Biosystems Engineering. 16 v N w 0 LO r- a� a Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa pm, r L iJ ABUNDANT CAPITAL Historic amounts of funding are fueling life sciences expansion Life Sciences IPOs Sum of deal sizes ($, Billions) 14 12 10 8 6 4 2 0 Annualized from October 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 Source: CB Insights, CBRE Research, 04 2021. Confidential & Proprietary I © 2021 CBRE, Inc. 18 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa ABUNDANT CAPITAL Record venture capital funding - 70% goes to three markets U.S. Life Sciences Venture Capital Funding ($, Billions) 35 10161 25 20 15 10 5 0 Source: CB Insights, CBRE Research, Annual sum ending Q3 2021. C31''101'I a3�O1� a31O1g a3���� a3���1 St of U.S. .6B n Diego .1B Bay Area JB ston- mbridge 17B v N 0 co 0) M Confidential & Proprietary I © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa The "rest of the u.S." venture capital hot spots SEATTLE 0 $898M PORTLAND O $247M LOS ANGELES Q $350M DENVER-BOULDER $332M O ST. LOUIS O $173M DALLAS- FORT WORTH $1.1 B 0 HOUSTON o $154M CHICAGO O $722M 0 PITTSBURGH $148M .N] kTLANTA '156M NYC -NJ -CT $1.413 PHILADELPHIA $875M WASHINGTON, D.C.- BALTIMORE $877M RALEIGH-DURHAM $586M Confidential & Proprietary I © 2021 CBRE, Inc. 20 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa • 10 The top life sciences lab/R&D markets Total Lab/R&D inventory (2021) SEATTLE (8.9 MSF) SAN FRANCISCO BAY AREA (32.7 MSF) DENVER-BOULDER (3.4 MSF) LOS ANGELES (7.8 MSF) • SAN DIEGO (17.7 MSF) CHICAGO (1.6 MSF) • BOSTON-CAMBRIDGE NEW JERSEY (42.2 MSF) (20.4 MSF) • PHILADELPHIA NYC (1.9 MSF) (9.6 MSF) WASHINGTON, D.C.-BALTIMORE (11.2 MSF) RALEIGH-DURHAM (9.8 MSF) Confidential & Proprietary 1 © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CRE DYNAMICS 03 2021 Vacancy Rates for Life Sciences Lab/R&D and Conventional Offices 25% Available lab space is at a premium 20°r° 15% 10% 5% 0% 19.20% Boston -Cambridge New York City Denver -Boulder San Diego San Francisco Bay U.S. Area Labs/R&D ■ Office Source: CBRE Research, CBRE EA, Q4 2021. Geographies do not align exactly in most cases. N 0 N co Q) 0) M n Confidential & Proprietary I © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CRE DYNAMICS Asking rents broadly rising across the country 03 2021 Asking Rents for Lab/R&D Space in Top U.S. Clusters $100 I? $80 $70 $60 $50 $40 $30 $20 $10 $0 • at\6Pe G\�� P ea O\ego e'W1 �J\aet f-a�eo eG e ellt Source: CBRE Research, Q4 2021. Gr�Ga�° 6611 a a� °�e Qr\\a P. . ar\�� �a ■ Average Asking Rent (NNN) (L) 36% 32% 28% 24 % 20 % 16% 12% r � 80% 4 /o • 0% -4% �ea��\e O J�r ,e,ce 041 a 9 • 6-month change (R) v r` N 0 M 00 a Confidential & Proprietary I © 2021 CBRE, Inc. 24 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CRE DYNAMICS Market conditions are strongest in the nation's premier submarkets Lab/R&D Vacancy Rates 10% 9% 8% 7% 6% 5% 4% 3% 2% 1% 0% Cambridge (MA) North Peninsula Torrey Pines (San (SF Bay Area) Diego) ■ 2019 ■ 2020 Q12021 032021 Source: CBRE Research, Q4 2021. Average Asking Lab/R&D Rents (NNN) $120 $100 $80 $60 $40 $20 $0 Cambridge (MA) North Peninsula Torrey Pines (San (SF Bay Area) Diego) ■ 2019 ■ 2020 ■ Q12021 032021 N 0 v 00 Q) o_ Confidential & Proprietary I © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CRE DYNAMICS 23.8 MSF of labs under construction in Q3 2021 Construction of Life Sciences Lab/R&D Properties (New development, conversion, speculative and build -to -suit) 25 O 15 10 5 J 2020 012021 Source: CBRE Research, Q4 2021. San Diego San Francisco Bay A 032021 _ Los Angeles New Jersey Denver -Boulder Washington, D.C.- Baltimore Chicago Seattle Raleigh -Durham Philadelphia New York City v N O 00 Q) n o_ Confidential & Proprietary I © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa ool!% • w INVESTMENT TRENDS Investment in life sciences lab/R&D 4. properties have soared Sales of Life Sciences Lab/R&D and Conventional Offices (4-qtr. rolling sum indexed to 1.0 in 03 2012) 0 M 5.5 0 5.0 ° 4.5 4.0 c 3.5 3.0 2.5 2.0 1.5 1.0 0.5 43�01`L 1�01 43�01�41�01 43�13\L" �O1� 3,Lo1�Q1�O1 Q3�01ro41�ON'143�ON'141�ON 43,LON�) 1O1 Q3�O141�0�0(33�3rPC1' rL Q3ro`L1 Life Sciences R&D Source: Real Capital Analytics, CBRE Research, Q4 2021. Office (excluding R&D) N O r- 00 N o_ Confidential & Proprietary I © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa INVESTMENT TRENDS And pricing is as strong as ever Average Cap Rates (4-qtr. moving average) 8.0% 7.5% -------- — 7.0% 6.5% 6.0% O O `10 O`L `LO h(�O O''O 01� ti01� ,�`L�9 01�0.�0 4n'�O� 41�0`L Cn 9 anti C 5.5% �3 01 O� �01h 3�01 1T C� �,�`l. C3� p Q —Office (excluding R&D) Life Sciences R&D Source: Real Capital Analytics, CBRE Research, 04 2021. b,,da216O4Oabbb5a3ba3a401faa Doc ID:4bc6817e040c 29 N O 00 00 Q) U) M 0- Confidential & Proprietary I © 2p21 CBRE, Inc. INVESTMENT TRENDS Office properties converting to labs at premium pricing Average price per square foot of office properties sold in Suburban Maryland in the past five years with less than 70% occupancy and five floors $300 $250 $200 $150 $100 $50 $0 Sold for life sciences conversion Shady Grove Biotech West Gude Labs Maryland 95 Frederick Corporate 2301 Research Metro Executive Park Corporate Center Park Boulevard Park I & II Source: Real Capital Analytics, CBRE Research, Q4 2021. N O 00 Q) n Confidential & Proprietary 1 © 2021 CBRE, Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa MEN OUTLOOK More jobs and demand for space appear on the way U.S. Life Sciences Employment and Venture Capital Funding Growth M 120 :. 0 Forecas, -40 3��0� 3��04� TO (:PT 3�O10 3��11 ���1`L ���1`3 ���11x ���15 �1co ���1'I ���1`b ��610 3��TO a a a a a a a a a a (:PT a a a o. a VC Funding Growth (L) ■ Employment Growth (R) Source: CBRE Research, CB Insights, US BLS, Q4 2021. Employment growth lagged by 3 quarters. M 9 0 M 0 3 N 0 -EA cco Confidential & Proprietary 1 © 2021 CBRE, Inc. 32 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Fa =9 ire i AM- N 0 O N O (4 d ZA Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Labs are becoming more efficiently utilized with less "wet" lab space And a greater emphasis on collaboration and idea generation is emerging Confidential & Proprietary I © 2021 CBRE, Inc. 34 As a new generation of lab buildings with more amenities emerges 1800 Owens San Francisco { ' . �_ s_ :,..,.� I � ,—fir•:.' i' Confidential & Proprietary I © 2021 CBRE, Inc. INNOVATION Supply & Demand of U.S. Lab Space Demand continues (MSF) 25 to outpace supply of lab space 20 15 5 2020 012021 Q3 2021 Speculative Space Under Construction ■ Sq. ft. of Tenants Seeking Space Source: CBRE Research, Q4 2021. Confidential & Proprietary 1 © 2021 CBRE, Inc. 36 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa MARKET OVERVIEWS Chicago Market Trends — New Class A lab/office inventory has proven a welcome addition to the Chicago life sciences industry. Demand continues to climb steadily in notable life sciences campuses such as Fulton Labs, where tenants include Talis Biomedical and Vanqua Bio. — The maturing market has been bolstered by VC/private wealth infusions into early and growth -stage biotech, fueling continued activity in Chicago's core strengths of integrated Al, cell and gene therapy, structural biology and biochemistry. — The market is increasingly focused on capital and infrastructure as savvy venture capital firms like Portal Innovations fund early -stage incubator models in Chicago's talent -rich Fulton Market District. — Coastal and international -based biotech are bringing R&D operations to downtown Chicago. The steady suburban life science stalwarts are also establishing a presence in the CBD. — Chicago's world -class university talent and research engines are venturing into lab development, with projects slated at University of Chicago, Northwestern and the University of Illinois. Inventory Lab/R&D Suburbs 988,426 $37.00 8.1% City 569,938 $55.25 39.8% Metro (Total) $46.29 Demand Class A Asking Rents $60.00 (NNN) # of TIMs 22 --% Sq. ft. of Demand 350,000 -41.4% VC Funding - Driver of Demand $800 c 0 $600 Future Supply The Chicago market has 864,500 sq. ft. currently under construction, all of $400 which is expected to deliver by the end of 2024. Two of the three properties under construction are speculative, while the other is build -to -suit. $200 Top Lease Transactions $0 CN IN �� 4� O� 4� 4IN a� 03 - 2021 Hazel Technologies 57,826 City Lab/R&D NrV �C5 ,�V ,\<0 ,�Q' ,�'\' ,�R' ,�q �Q( �O �O Q3 - 2021 Vanqua Bio 22,385 City Lab/R&D �O rO rO rp Q3 - 2021 Cour Pharmaceuticals 14,512 Suburbs Lab/R&D Q3 - 2021 Charles River Labs 9,216 Suburbs Lab/R&D 11111111111111111111Amount Q3 - 2021 Stoicheia 8,900 Suburbs Lab/R&D Source: CB Insights 4-qtr. Rolling Sum Confidential & Proprietary I © 2021 CBRE, Inc. 39 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa MARKET OVERVIEWS Boston -Cambridge 42,128,275 1.1% $94.62 134 6,000,000 26.3% 10,190,095 Q3 2021 market Chicago 1,558,364 19.7% $46.29 22 350,000 864,454 -41.4% indicators Denver -Boulder 3,351,742 1.8% $45.00- 17 1,480,000 -5.0% 635,000 $50.00 Los Angeles 7,767,117 5.3% $51.00 11 446,000 7.0% 143,000 New Jersey 20,400,000 9.1% $26.00- 17 1,300,000 8.3% 222,500 $28.00 New York City 1,904,960 1.1% $89.82 49 1,568,000 39.4% 1,946,514 Philadelphia 9,579,835 13.9% $40.00 61 2,018,000 37.7% 1,365,371 Raleigh -Durham 9,773,684 17.4% $29.11 16 897,000 6.9% 1,177,163 San Diego 17,681,649 2.2% $67.08 45 3,750,000 33.9% 2,404,000 San Francisco 32,679,933 2.6% $75.48 70 2,959,599 1.5% 3,036,657 Bay Area Seattle 8,947,724 7.1% $32.16 20 1,190,000 138.0% 1,100,000 Washington, D.C. - 11,952,556 1.9% $38.74 31 1,800,000 63.6% 714,000 Baltimore Overall Total 167,725,839 4.9% -- 513 23,758,599 19.7% 23,798,754 Confidential & Proprietary I © 2021 CBRE, Inc. 50 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Prepared For: /CIW Kenig, Lindgren, O'Hara, Aboona, Inc. Page 98 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa This report summarizes the results of a parking study conducted by Kenig, Lindgren, O'Hara, Aboona, Inc. (KLOA, Inc.) for the proposed Transit Oriented Development (TOD) to be located at 1740 Orrington Avenue in Evanston, Illinois. The site, which is currently occupied by a vacant Burger King building and a residential building, is located in the southwest quadrant of the intersection of Orrington Avenue with Clark Street. The site will be redeveloped with a 10-story, that will be approximately 128,220 square feet in size with a 35-space on -site parking garage and 40 bicycle parking spaces. In addition, 100 parking spaces will be leased at the Church Street parking garage located at 525 Church Street, resulting in a total parking supply of 135 spaces or a parking ratio of 1.05 spaces per 1,000 square feet. Given the proximity of the proposed office development to the Chicago Transit Authority (CTA) Davis Purple Line station and the Metra Union Pacific/North Line (UP-N) Davis Street station, Pace bus routes, the City of Evanston city core, and residential and retail land uses, the site meets the characteristics of a TOD development. Figure 1 shows an aerial view of the site. The purpose of this TOD parking study is to (1) inventory the existing transportation conditions within the vicinity of the site, (2) determine the characteristics of the TOD, and (3) evaluate the parking needs of the TOD. Life Science Building Evanston, Illinois 1 XL Ka IMUndgmn . n600nQ1— Page 99 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa -.ail-itp ers:: U C - � Eh•istia�li"r. s;-r Evanston N •`rf ' e e r ..+ " Alice tAilla G J1, lllar,Brass En a L"� }' 51. .'a• �t a .1 1 ilJoe' all ake - la• a Pi C 5 •a keo'ui�l I livery �'� KidJekeou�e aver . i o�ri • Beglnni c '5oC !Gr Is€ +p - - c cvs-j 1 � Takeout it i. W ekeoi C I M St " m. i Col e at l vrp Coffee Ra P SI�TEj 4f4 N. ,t L e v Terrace ■ EI ' ask Si r Frances Y;lilla House h•9useum �H :��r I,�clda Li• - r rrn f• _,��-�'�';9 1,45h•crr'� irfOrrner M I - •50 .sue fj `ii r r i r EV Is a eo •e P -•mot 3 ' y .E= 1 .1 e e 1 self Park 4V' I ,3 ^ :ems^loman's j } m , rryll�y�la n. O� i f Ev� ston '� V _ AT f The following provides a summary of the alternative modes of transportation available in the area and the availability of parking in the area. Site Location The site is located in the southwest quadrant of the intersection of Orrington Avenue and Clark Street on the north side of the east -west alley that extends between Orrington Avenue and Sherman Avenue. This site is located in the core of Evanston's Central Business District, which generally consists of commercial, office, and multi -story residential developments. The site currently contains an existing a vacant Burger King restaurant building and a residential building. Alternative Modes of Transportation Accessibility to and from the Evanston central business district is enhanced by the alternative modes of transportation serving the area as summarized below. Figure 2 shows a map of the public transportation serving the area. Public Transportation. The area is served by several modes of public transportation including Metra commuter rail, CTA rapid transit service, and four bus lines. The following summarizes the rail lines providing service to the area: The Metra Union Pacific/North Line (UP-N) has a local stop at Benson Avenue just north of Davis Street, which is located approximately two to three blocks west of Orrington Avenue. This line provides daily service between Ogilvie Transportation Center in Chicago and Kenosha, Wisconsin. The CTA Purple Transit Line has a local stop at Benson Avenue just north of Davis Street and is located two to three blocks west of Orrington Avenue. This line provides daily service between the Linden station in Wilmette and the Howard station on the border of Chicago and Evanston. In addition, weekday peak period express service is provided between the Howard station and the Chicago Loop. The following bus routes serve the immediate area. Several other bus routes have stops that are within walking distance of the site. Route 93 (California/Dodge) generally runs along California Avenue and Dodge Avenue between the Davis CTA station and the Kimball CTA station. Service is provided on weekdays and Saturdays. Route 201 (Central/Ridge) generally runs along Central Avenue and Ridge Avenue between the Howard Street CTA station and Old Orchard Shopping Center. Service is provided on weekdays and Saturdays. Life Science Building Evanston, Illinois AKALW Ke IMCindgmn . P"',_U Page 101 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa m • 2 • :_ • ��• • . CLARK STREET. v � • • v SITES • L - •mmow ••• ••••••••••••••••• •�••••••••• •f11•••••••:•0••••• • •••••••I• ••••••••••» ®•►••• ••••••__••••• ••••••••r(••••••• • • 000-0 •• •• • 00 DAVIS STREET •• STATION 00 •• • fte •• •••••••••••••• • ••••••.'••• aY i •••••••• ••••••••••w • • • •• _� ••••••d ••••'•••••••••0�• •••• •••mc ••••••• •••• �••••••••••••••••••• • ••'•• •� •• �S • • • • D • • D •4 • z m C LEGEND \X • • • • • • • - ROUTE 93 - CALIFORNIA-DODGE �J • • • • • • • - ROUTE 201 - CENTRAL -RIDGE s •••••••- ROUTE 208- GOLF ROAD z •••••••- ROUTE 213-GREEN BAY ROAD a z • • • • • • • - ROUTE 250 - DEMPSTER STREET m IIIIIIIIIIII- CTA PURPLE LINE z _ c !!!!!!!!!!!! -UNION PACIFIC NORTH LINE — m Life Science Building Evanston, Illinois Public Transportation • NOT TO Oi��Kenig, Lindgre n, O'Hara,Aboona,lnc. Job No: 21-295 Figure: 2 N 0 N 0 a) m o_ Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Route 213 (Green Bay Road) generally runs along Chicago Avenue and Green Bay Road between the Howard Street CTA station and downtown Highland Park. Service is provided on weekdays and Saturdays. Route 208 (Golf Road) which provides daily service between Evanston and Schaumburg. Service operates primarily via Golf Road between Davis Street CTA Purple Line/Metra Station and the Pace Northwest Transportation Center. Service on Sundays has a shorter span of service. Route 250 (Dempster Street) Provides daily service from downtown Evanston to the Des Plaines Metra station via Dempster and then south to the O'Hare Multi -Modal Facility (MMF). Communities served include communities Evanston, Skokie, Morton Grove, Niles, Park Ridge, Des Plaines and Rosemont, Service along this line includes the Davis Street CTA Station (Purple Line), the Skokie Swift CTA Station (Yellow Line), Notre Dame and Main East High Schools, and Lutheran General Hospital. Non Motorized Transportation Systems. All of the roadways within the immediate area have sidewalks on both sides of the roadway. Crosswalks are generally provided on all approaches of the signalized intersections. Pedestrian signals are also provided at all signalized intersections within the study area. Furthermore, multiple Divvy bike -sharing stations are located within the area with the two closest located at Benson Avenue and Church and at Chicago Avenue and Sheridan Road. According to the City of Evanston's Area Bike Map, Elgin Road, Clark Street, Church Street, Chicago Avenue, and Hinman Avenue are designated bike routes. In addition, Chicago Avenue and Church Street provide a barrier -protected bike lanes within the vicinity of the site. Car -Sharing Transportation Availability. Multiple car -sharing vehicles are located within walking distance of the site. Life Science Building Evanston, Illinois 5 xlw Ka IMUndgmn . n600nQ1— Page103 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Area Parking The parking in the area is summarized below. On -Street Parking. Metered parking spaces are generally provided on Orrington Avenue, Clark Street (west of Orrington Avenue), Sherman Avenue, and Church Street. Public Parking Facilities. The immediate area contains a number of public parking facilities owned and operated by the City of Evanston, including the following: The 525 Church Street Self Park is located at the northeast corner of the intersection of Church Street with Chicago Avenue, approximately 1,000 feet southeast of the site. This parking structure has approximately 600 parking spaces providing daily and monthly parking. The Sherman Plaza Self Park is located in the northeast corner of the intersection of Davis Street and Benson Avenue, approximately 1,500 feet south of the site. This parking structure has approximately 1,583 parking spaces providing daily and monthly parking. The 1800 Maple Self Park is located on the west side of Maple Avenue just north of Church Street, approximately 1,500 feet west of the site. This parking structure has approximately 1,400 parking spaces providing daily and monthly parking. In addition to these public parking facilities, there are also two other parking facilities within close proximity to the site. These are: The Orrington Garage is located at 1603 Orrington Avenue immediately south of the site. The underground parking facility has approximately 290 parking spaces and provides hourly rates. The 500 Davis Street Garage is located in the southwest quadrant of the intersection of Davis Street with Hinman Avenue, approximately 0.8 miles southeast of the site. The parking structure has 250 parking spaces and provides hourly rates. Life Science Building Evanston, Illinois 6 XL Ka IMUndgmn . n600nQ1— Page104 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa The following provides a description of the proposed TOD and information regarding parking demand anticipated to be generated by the proposed TOD based on national data and studies. Proposed Site and TOD Plan The site, as previously indicated, is located at 1740 Orrington Avenue. As proposed, the site will be redeveloped with a 10-story, approximately 128,220 square -foot Life Science building. As proposed, the site will provide a 35-space parking garage with access off the east -west alley that runs along the site's south property line between Orrington Avenue and Sherman Avenue. Given the proximity of the proposed development to the Chicago Transit Authority (CTA) Davis Purple Line station and to the Metra Union Pacific/North Line (UP-N) Davis Street station, multiple Pace bus routes, the City of Evanston city core, and residential and retail land uses, the proposed development meets the characteristics of a TOD development. Characteristics of a TOD Development Most TOD developments are defined as compact pedestrian -friendly, high -density developments near transit stations. The main goals of a TOD are to improve transit accessibility, increase transit ridership and reduce the dependence on the automobile. By contrast these main goals enhance the livability of an area, broaden the housing choices and reduces the parking requirements and demand. More often than not, cities rely on established parking codes to calculate parking requirements. This in turn can lead to overparking areas and failing to strike a balance between the adequate parking supply for a TOD development. Parking Demand Evaluation In order to determine the appropriate number of parking spaces for the proposed development, KLOA, Inc. researched various studies conducted in Chicago as well as throughout the United States to find a common characteristic in the parking demand of office TOD developments. Below is a summary of some of these studies: 2010 Work Trip Flows (RTAMS, 2010) Based on a study conducted in 2010 by the Regional Transportation Asset Management System (RTAMS) of work trip flows from the six county northeastern Illinois region to Evanston Township, approximately 57 percent of the workers destined to Evanston Township drive alone with the remaining 43 percent utilizing other means of transportation. Employees who take public transportation from surrounding communities such as Morton Grove, Niles and Des Plaines to City of Evanston city core utilize Pace buses to commute, with average travel times ranging between 30 and 60 minutes. While this shows a significant reduction in the automobile utilization, the results are skewed given that it encompasses all of Evanston Township, which includes numerous areas with little to no immediate public transportation available. Life Science Building Evanston, Illinois 7 RI Ka IMUndgmn n600nQ lnc. Page105 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa For comparison purposes, KLOA, Inc. also looked at the characteristics of the City of Chicago divided by neighborhood and the percentage of workers utilizing their personal vehicle to get to work. Based on this, Table 1 shows a breakdown of the mode share by area. Table 1 2010 WORK TRIP FLOWS (ORIGIN — SIX COUNTY NORTHEASTERN ILLINOIS REGION) The Loop 22% 6% 16% 50% 6% River North 40% 7% 13% 31% 9% North Michigan/Streeterville 37% 8% 21% 25% 9% South Loop 41% 8% 17% 28% 6% West Loop 34% 7% 13% 40% 6% Based on the above, approximately 78 percent of the employees destined to the Chicago Loop either use public transportation or carpool to get to work while the remaining 22 percent drive alone. By contrast, approximately 60 percent of the employees destined to the surrounding neighborhoods use either public transportation or carpool with the remaining 40 percent driving alone. The West Loop, which extends from the Chicago River west to Ashland Avenue and from Grand Avenue south to Van Buren Street, experiences a modal split of 66 percent either utilizing public transportation or carpooling to get to work with the remaining 34 percent driving alone. It should be noted that based on information provided by City of Evanston staff, the average trip time for public transit is 57 minutes in Chicago, when reviewing the CTA trains, Metra trains, and CTA and Pace buses, which is consistent with the travel time to Evanston's city core indicated earlier. The above data clearly indicates that the availability of public transportation near workplaces coupled with the high density of the area, the numerous local dining and retail amenities, and the mix of land uses reduce the dependence on the automobile and in turn reduce the need for a large number of parking spaces for each individual land use. By applying this correlation between the Loop and the surrounding neighborhoods from the RTAMS survey results, the percentage of workers that would drive to downtown Evanston is reduced to 35 percent. Getting the Parking Right for Transit -Oriented Development (Center for Transportation Research, University of Texas at Austin) Based on a study prepared by the University of Texas with a grant from the U.S. Department of Transportation which looked at various communities throughout the United States, it was found that the best practices for TOD parking include: 1. Reductions: Parking requirements can typically be reduced around 20 and up to 50 percent in areas with good transit. Deregulate parking to allow developers to assess parking demand, provide market -priced parking to meet average demand, and use shared parking to accommodate peaks. Life Science Building Evanston, Illinois 8 RI Ka IMUndgmn n600nQ lnc. Page106 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 2. Management: Cities need to create/utilize parking databases to understand supply and demand and to develop programs that allow the City to track the impacts of adjustments. 3. Pricing: Pricing can be used to improve monitoring, increase enforcement, reduce spillover, and make improvements in parking districts. The study acknowledges that while it is neither feasible nor reasonable to eliminate all parking in a TOD district, applying the conventional parking ratios to TOD projects would undermine the expected community benefits of TODs and could even cause the TOD initiative to fail. This is because the conventional parking standards are very suburban biased and are based largely on low -density single land -uses. The study further states that "Successful integration of parking is vital for capturing the benefits of TODs and achieving all of its goals. Applying suitable parking standards in TODs can improve the overall performance of the TOD and shape travel behavior, community design, and development economics". Based on a publication titled Developing TOD Parking Strategies, APA Transportation Planning, Volume =, Number 1 "Mainstream data suggest that developers often rely on established parking codes to calculate parking requirements for TODs, which can lead to parking and traffic problems, obstruct land development, and reduce the impact in transit use". Current TOD (Office Development) Trends It should be noted that while most of the data and guidelines available for TOD developments is for residential uses which supports a significant reduction in parking demand, it is worth noting that the same parking trends will most likely be observed and experienced in an office development within a dense urban area and within close proximity to transit such as 1740 Orrington Avenue. One development in the area that embraces this trend and characteristics is the 909 Davis Street building which is 207,743 square feet in size and provides 57 parking stalls on -site for a parking ratio of 0.29 stalls per 1,000 square feet. Together with this trend is the fact that a study prepared by the City of Evanston in 2017 showed the occupancy counts at the 1800 Maple Street, Church Street, and Sherman Plaza self -park garages at less than 60 percent occupancy at peak times on weekdays and less than 45 percent occupancy on weekends. For comparison purposes, a review of the City of Evanston TOD parking requirements for residential buildings indicates that it resulted in a reduction of 56 percent in the number of parking spaces required for a studio/one-bedroom unit in a TOD zone as compared to a non-TOD location. By applying the same standards to an office development within close proximity to transit, the parking requirement could be reduced from 2.0 spaces per 1,000 square feet to 0.88 spaces per 1,000 square feet. This is more in line with the parking ratios discussed previously. Given the relatively new efforts by many communities to reduce the reliance and dependence on the automobile by increasing the density and types of land uses within close proximity to a transit station and the ability of residents, visitors, and employees to walk, bike, or take transit to work, new trends with regards to parking have emerged. Below is a summary of those trends. Reducing and/or eliminating the minimum parking requirements and instead establishing parking maximums. • Develop around or near transit within a rich mix of land uses. Life Science Building Evanston, Illinois 9 RI Ka IMUndgmn n600nQ lnc. Page107 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa • Share parking whenever possible. • Encourage developments to provide ample bicycle parking stalls to increase bicycle ridership. • Provide vehicle trip reduction programs such as telecommuting and/or flexible work schedules. • Allow the private sector to make the decision as to how many parking spaces are required for the TOD. • Allow employees of tenants to seek monthly parking in adjacent or nearby parking lots/structures. As stated in the UCLA publication titled The High Cost of Free Parking (2011), "Commuters will drive to work only if they can park free at work; if they have to pay to park, they will ride public transit, walk, or bike to work. Employer -parking draws commuters into cars and away from transit". Ultimately, free parking is distorting transportation prices in favor of driving alone which increases congestion, parking demand, fuel consumption, accidents, and air pollution. Based on a model of commuter travel in Los Angeles, if commuters can park free at work, 70 percent of them would drive alone, while 15 percent would ride public transit and 15 percent would carpool. By comparison if commuters must pay for parking, only 45 percent of them would drive alone, while 34 percent would ride public transit and 21 percent would carpool. All of this points out to the fact that tenants in a setting such as downtown Evanston want to be located in an urban setting instead of a suburban one. It becomes a lifestyle choice that self -imposes a parking reduction from the employee and the employer's perspective. Furthermore, many recently constructed office and life science buildings in Chicago near transit hubs have provided below 0.50 spaces per 1000 SF without issue, despite providing below the historically typical number of parking spaces required in a suburban setting. These buildings are very recent, clear examples of private markets dictating the amount of parking required for a Class A office tower. Below is a sample of these office buildings. • 1375 W. Fulton (110 spaces, 0.37 spaces per 1000 SF) • 400 N. Aberdeen (175 spaces, 0.41 spaces per 1000 SF) • 800 W. Fulton (37 spaces, 0.08 spaces per 1000 SF) • 167 N. Green (135 spaces, 0.21 spaces per 1000 SF) As can be seen parking provided at these buildings is at least 50 percent less than the proposed supply at the proposed development. Life Science Building Evanston, Illinois 10 XL Ka IMUndgmn . n600nQ1— Page108 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa The following discusses the conclusions regarding the proposed development and any recommendations to reduce the TOD's impact on area streets and parking. Overall Evaluation As seen from the previous discussion, the availability of alternative modes of transportation will adequately serve future employees of the proposed office development. This site is located within walking distance of the CTA Davis Purple Line station (approximately 0.3 miles) and the Metra Union Pacific/North Line (UP-N) Davis Street station (approximately 0.3 miles), the City of Evanston city core, Northwestern University campus and residential and retail land uses. Based on a review of ridership statistics provided by RTAMS, the Davis Street station has experienced a seven to eight percent increase in ridership over the past 10 years even though the employment and population within half a mile to one mile of the transit center have remained mostly unchanged. This is attributed to the fact that downtown Evanston is heavily served by public transportation, with Evanston stations being some of the highest ridership stations outside the City of Chicago. Additionally, research indicates that commuters are willing to travel longer distances by public transit than by car, as work may be completed en route to the office. Therefore, this confirms that public transportation continues to be an attractive and convenient alternative to the office, retail and residential uses within the City of Evanston city core. Furthermore, given that bicycle facilities and bicycle routes are provided in the area, which allow for access to other major bike routes, the proposed office building plans to provide a new Divvy bike -sharing station as well as indoor bicycle parking on site to encourage bicycle ridership. Lastly, sidewalks and traffic signals with pedestrian countdown timers are provided in the area and crosswalks striped with high -visibility continental striping are generally provided near the site. Therefore, biking and walking to/from the proposed office building will be very attractive and convenient. Parking The proposed development qualifies as a TOD. As such, the development is proposing a reduced parking ratio of 0.9 spaces per 1,000 square feet, At 0.90/1000, which is almost double the supply at other similar buildings in various parts of the city with similar TOD attributes, to conform with the trend of lower parking supply for TODs. As indicated earlier, these developments have experienced a significant reduction in parking demand given their location in an urban environment such as downtown Evanston, which is in close proximity to public transit, other alternative modes of transportation, and a mix of uses that collectively minimize the reliance on the automobile as a primary mode of transportation. The development is also following the trend of the low amount of parking provided in other recently -constructed Class A Office and Life Science office buildings, which reflects that the private market has clearly determined that Class A office tenants no longer consider surplus parking an important amenity. Life Science Building Evanston, Illinois 11AKALRI Ka IMUndgmn . O""q\ Page109 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Transportation Sustainability Conclusions and Recommendations The following summarizes transportation sustainability conclusions and measures that could be implemented by the proposed TOD to further foster alternative modes of transportation other than the automobile, and to enhance pedestrian/bicycle safety: • Employees will benefit from sidewalks, crosswalks, and pedestrian signals which are generally provided throughout downtown Evanston. • The provision of a new Divvy bike -sharing station by the proposed development as well as proximity of the site to nearby Divvy stations and car -share facilities will provide employees and visitors with additional alternative modes of transportation. • Consideration should be given to providing a real-time transit monitor within the lobby in order to further encourage public transit use. • Implementation of one or more of the following Travel Demand Measures (TDM): o Carpool matching services o Preferred carpool parking o Telecommuting o Bike storage and changing facilities Life Science Building Evanston, Illinois 12 'X'L 11illi Ka IMUndgmn . n600nQ1— Page110 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa This report summarizes the results and findings of a TOD parking study conducted by Kenig, Lindgren, O'Hara, Aboona, Inc. (KLOA, Inc.) for the proposed TOD to be located at 1740 Orrington Avenue in Evanston, Illinois. As proposed, the site will be redeveloped with a 10-story, approximately 128,220 square -foot Life Science building. The site will provide a 35-space parking garage with access off the east -west alley that runs along the site's south property line between Orrington Avenue and Sherman Avenue. In addition, 100 spaces will be leased at the Church Street parking garage located at 525 Church Street for a total parking supply of 135 spaces at a ratio of 1.05 spaces per square feet. Based on the preceding analysis and recommendations and given the proximity of the proposed office development to the Chicago Transit Authority (CTA) Davis Purple Line station (approximately 0.3 miles) and to the Metra Union Pacific/North Line (UP-N) Davis Street station (approximately 0.3 miles), multiple Pace bus routes, the City of Evanston city core, and residential and retail uses, the development meets the characteristics of a TOD development. The reduction in off-street parking will not be detrimental to the future employees and the area based on the following: • The proposed development meets the characteristics of a TOD development. • Accessibility to and from the Evanston central business district is enhanced by the numerous alternative modes of transportation serving the area. • The nature of the Evanston downtown area with excellent transit service, bicycle and pedestrian facilities (including the proposed Divvy bike -sharing station adjacent to the site), high density, and broad mix of land uses lends itself to a much lower parking requirement than what the City of Evanston code requires. • The immediate area contains a number of public parking facilities owned and operated by the City of Evanston as well as various private parking structures/lots that provide ample off-street parking • Based on review of numerous studies of TOD developments, it is imperative to strike a balance between the parking supply and the development. If typical parking ratios are applied it can lead to overparking areas, discouraging development and failing to create a true TOD development. • Work Trip Flow Data collected by RTAMS clearly indicates that office developments within close proximity to transit reduces the auto dependency and thus the parking demand. Life Science Building Evanston, Illinois 13 AKAL Ka IMUndgmn n600nQ lnc. Page111 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa i Prepared for: Kenig, Lindgren, O'Hara, Aboona, Inc. 1 Page112 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa ExecutiveSummary........................................................................................................................ 1 1. Introduction................................................................................................................................. 3 2. Existing Conditions..................................................................................................................... 6 SiteLocation.......................................................................................................................... 6 Existing Roadway System Characteristics............................................................................. 6 Alternative Modes of Transportation..................................................................................... 9 Existing Traffic Volumes..................................................................................................... 11 3. Traffic Characteristics of the Proposed Development.............................................................. 14 ProposedDevelopment Plan................................................................................................ 14 Directional Distribution....................................................................................................... 14 Development Traffic Generation......................................................................................... 14 4. Projected Traffic Conditions..................................................................................................... 18 Development Traffic Assignment........................................................................................ 18 OtherArea Growth.............................................................................................................. 18 Total Projected Traffic Volumes......................................................................................... 22 5. Traffic Analysis and Recommendations................................................................................... 24 TrafficAnalyses................................................................................................................... 24 Discussion and Recommendations...................................................................................... 31 6. Conclusion................................................................................................................................ 35 Appendix 1621-31 Chicago Avenue Evanston, Illinois iAWAL 0 Kanig. unagren, 0 Hara,Akb ona, Inc. Page113 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Figures Figure1 — Site Location.................................................................................................................. 4 Figure2 — Aerial View of Site........................................................................................................ 5 Figure 3 — Existing Roadway Characteristics................................................................................. 7 Figure 4 — Public Transportation.................................................................................................. 10 Figure 5 — Year 2021 Base Traffic Volumes............................................................................... 12 Figure 6 — Pedestrian and Bicycle Traffic Volumes..................................................................... 13 Figure 7 — Estimated Directional Distribution (On -Site Garage) ................................................. 15 Figure 8 — Estimated Directional Distribution (525 Church Street Parking Garage) ................... 16 Figure 9 — Estimated Site -Generated Traffic Volumes (On -Site Garage) .................................... 19 Figure 10 — Estimated Site -Generated Traffic Volumes (525 Church Street Parking Garage).... 20 Figure 11 — Year 2027 No -Build Conditions................................................................................ 21 Figure 12 — Year 2027 Total Projected Conditions...................................................................... 22 Tables Table 1 — Site -Generated Traffic Volumes................................................................................... 17 Table 2 — Capacity Analysis Results — Sherman Avenue with Clark Street — Signalized............ 25 Table 3 — Capacity Analysis Results — Orrington Avenue with Church Street — Signalized ....... 26 Table 4 — Capacity Analysis Results — Chicago Avenue with Church Street — Signalized.......... 27 Table 5 — Capacity Analysis Results — Orrington Avenue with Clark Street and Elgin Road — Unsignalized................................................................................................................................. 28 Table 6 — Capacity Analysis Results — Hinman Avenue with Church Street — Unsignalized...... 29 Table 7 — Capacity Analysis Results — Orrington Avenue with Alley — Unsignalized ................ 30 Table 8 — Capacity Analysis Results — Church Street with 525 Church Street Parking Garage — Unsignalized................................................................................................................................. 30 Life Science Building Evanston, Illinois ii fir'�ALZPUr . G: a, Page114 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Executive S y This report summarizes the results of a traffic impact study conducted by Kenig, Lindgren, O'Hara, Aboona, Inc. (KLOA, Inc.) for the proposed life science building to be located at 1740 Orrington Avenue in Evanston, Illinois. The site, which was previously occupied by Burger King restaurant, is located in the southwest corner of the intersection of Orrington Avenue with Clark Street. As proposed, the development will be an approximate 150,000 square -foot life science building with a 35-space on -site parking garage and 40 bicycle parking spaces. Access to the garage and loading will be provided off the public alley that borders the site on the south. In addition, approximately 100 parking spaces will be leased at the Church Street parking garage located at 525 Church Street to accommodate overflow parking. The objective of the traffic study was as follows: Determine the existing vehicular, pedestrian, bicycle, and public transportation conditions in the study area to establish a base condition. Assess the impact that the proposed development will have on transportation conditions in the area. Determine any roadway, access, bicycle, and pedestrian modifications and/or improvements that will be necessary to effectively accommodate and mitigate future conditions. Accessibility to and from the area is enhanced by public transportation and various alternative modes of transportation. The Metra Union Pacific North Line (UP-N) and Chicago Transit Authority (CTA) Rapid Transit Purple Line have stations within a half -mile of the site and several CTA bus routes have stops in the area. In addition, pedestrian facilities including sidewalks and crosswalks are generally provided on all roadways within the area. Barrier -protected bike lanes are provided on Church Street and Chicago Avenue. Car -sharing vehicles are also located within the area. Vehicle, pedestrian, and bicycle counts were conducted during the weekday morning and evening peak periods in order to determine the general transportation conditions during these time periods. The following intersections were analyzed as part of this study: • Orrington Avenue with Clark Street • Orrington Avenue with public alley • Clark Street with Orrington Avenue • Clark Street with Sherman Avenue • Church Street with Orrington Avenue • Church Street with Chicago Avenue • Church Street with Hinman Avenue • Church Street with 525 Church Street parking garage access drive Life Science Building Evanston, Illinois Page 115 of 274 Kenigrtindgrsn, O'Hr� nboana Inc. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Based on the preceding analyses and recommendations, the following conclusions were made: The existing roadway system has sufficient reserve capacity to accommodate the traffic to be generated by the proposed development. All of the intersections within the study area are projected to continue to operate at a good level of service assuming the additional traffic to be generated by the proposed development and the other area growth. Overall, the proposed development will have a limited impact on the operation of the roadway system As such, no roadway improvements and/or traffic control modifications are required. Given the location of the site within the central business district and its proximity to alternative modes of transportation, the number of vehicle trips generated by the development will be reduced. Access to the on -site parking garage and the loading dock will be via the east -west public alley that extends along the south side of the site between Orrington Avenue and Sherman Avenue. The access drive will provide one inbound lane and one outbound lane. Approximately 100 parking spaces will be leased at the Church Street parking garage located at 525 Church Street to accommodate overflow parking. Life Science Building Evanston, Illinois 2 Ka ig,Undgmn, O'Hrnboana Inc. Page116 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa This report summarizes the results of a traffic impact study conducted by Kenig, Lindgren, O'Hara, Aboona, Inc. (KLOA, Inc.) for a proposed life -science building to be located at 1740 Orrington Avenue in Evanston, Illinois. The site, which was previously occupied by Burger King restaurant, is located in the southwest corner of the intersection of Orrington Avenue with Clark Street. As proposed, the development will be an approximate 150,000 square -foot life science building with a 35-space on -site parking garage and 40 bicycle parking spaces. Access to the garage and loading will be provided off the public alley that borders the site on the south. In addition, approximately 100 parking spaces will be leased at the Church Street parking garage located at 525 Church Street to accommodate overflow parking. 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. The sections of this report present the following: • Existing roadway conditions • A description of the proposed development • Directional distribution of the development traffic • Vehicle trip generation for the development • Future traffic conditions including access to the development • Traffic analyses for the weekday morning and evening peak hours • 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: Base Conditions - Analyzes the capacity of the existing roadway system using existing peak hour traffic volumes in the surrounding area adjusted to reflect normal conditions. 2. No -Build Conditions — Analyzes the capacity of the existing roadway system using the base traffic volumes increased by a regional growth factor and including the traffic to be generated by other proposed and/or approved area developments. 3. Future Conditions — Analyzes the capacity of the projected roadway system assuming projected traffic volumes which include the base traffic volumes, ambient area growth not attributable to any particular development, the traffic to be generated by other proposed/approved area developments, and the traffic estimated to be generated by the proposed subject development. Life Science Building Evanston, Illinois AKAL Ka ig,Undgmn, W. Page 117 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa ■ Northwestern University Block Museum of Art Q� le T ; Health Services 9 E2 Apartments - Emmsen ar a m ►resge Centennial Hall Bienen School of ivtusic 8 � Evanston -Lou Malnatis Pizzeria s •- llniversiry Pr llniweref v PI � � F _ �R" Segal Visitors Center �q a SITE 9 Northwestern Zen Leaf -Evanston 2 Sailing Center Clark STLn Chili s h Koco e Evanston® �° .. t Sienna Court QkClark ]slell ivery by Gvi ear CJa� Condominium Street �y Church Stree,. plaza a Beach T 9 ChipotleMexicanGrill 4 G�ksr - Chu rehSt Church St - C[urchgT Eva nston Public Library Smylie Brothers ((Davis Target 4 Centennial Park Brewing Co. -Evanston m Freeoeiwery United Sates on 1st order - Postal Se-viceV Bennison's Bake ° Sherman Plaza C f U Cornelia Lunt Park y ❑avis St Five & Dime •••••• - 08v�s3t R MTapReseaeon Cho��St g v a avealona Joy Yee Noodle Cupitol Coffee & Eatery o � v Raymond•Pafk� Arrington Lagoon at c Dawes Park e p, Lakrr $1 � Leke Sa i � t Site Location Life Science Building Evanston, Illinois N O Figure 1 a AKAU r 4 Ke i& Undgran, n4"Aere,Ah6 na, rnn. Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa '� n i •�aic P%acrid a � � - �'y ••• �•,• Zy. i-�r•F�rsi:y Ct k Evanston t fVD` e 1 e I A i• m _ -Ali i i f L ¢ ,5 Bras 4 _ Par'{' .� Einsrtt s. Ba �., P F a` Elark 5t 'a•"k€?o �a n - T — — C'a 67 4 C et Lot L � eout.:D—li � �S ake F gyp~` i� ?..• e P ' SITE ra�y�: us •a • 13Cks 'a keu livery ' ' - � — Tekeou[ Deliver • — a+ L e Ti rffi �=e • �� �i•�n • Beginni g � - r � o �6oe ssdr .• :■ ••� i Frances lNill s House. Museum y�j�' .i hdclJla a Liv n Ait a r � cVS -- ern-Learnin -eme { 1:4[h•century refB rmer er Te keourDelive ry - s O r1r _ Y _ .� � " l :K.' � .6 - . " ;� • Evans on PI c�ir •� f •ekeaus • Delivc * a eo Le P LOt - nsto •li- Lid ary,,. - _ P .C�hucii Sreef Self Park + glemtiyko"Coffee +�- t sz • Club'of Evanston f V 1r1 Existing transportation conditions in the vicinity of the site were documented based on a field visit 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 Location The site is bounded by Orrington Avenue on the east, Clark Avenue on the north, and an east -west public alley on the south. Located within Evanston's central business district, the land uses surrounding the site generally consist of commercial, office, and multi -story residential developments. The site was previously occupied by Burger King restaurant. Existing Roadway System Characteristics The characteristics of the existing roadways within the study area are illustrated in Figure 3 and described below. All roadways are under the jurisdiction of the City of Evanston. Orrington Avenue is generally a north -south, one-way roadway that provides two lanes in the northbound direction. At its signalized intersection with Church Street, Orrington Avenue provides two through lanes and an exclusive right -turn lane on the northbound approach. Both the north and south legs of this intersection provide standard style crosswalks. At its all -way stop sign controlled intersection with Elgin Road and Clark Street, Orrington Avenue provides an exclusive left -turn lane (onto Clark Street) and an exclusive right -turn lane. Northbound left -turn movements from Orrington Avenue onto Elgin Road are not permitted. Parallel metered parking is generally permitted on both sides of the road between Church Street and Elgin Road. Clark Street is an east -west, one-way roadway between Orrington Avenue and Sherman Avenue and becomes a two-way roadway west of Sherman Avenue. At its signalized intersection with Sherman Avenue, Clark Street provides an exclusive left -turn lane and a combined through/right- turn lane on the westbound approach. The eastbound approach provides an exclusive right -turn lane. Both the east and west legs of this intersection provide standard style crosswalks. Parallel metered parking is generally permitted on both sides of the road. At its all -way stop -sign controlled intersection with Elgin Road and Orrington Avenue, Clark Street provides a through lane on the westbound approach. Westbound left -turn movements from Clark Street onto Orrington Avenue are not permitted. Elgin Road is an east -west, two-way roadway that becomes Clark Street east of Orrington Avenue. At its all -way stop -sign controlled intersection with Clark Street and Orrington Avenue, Elgin Road provides a through lane on the eastbound approach. All legs of this intersection provide standard style crosswalks. Life Science Building Evanston, Illinois V Ke iMUndgre ,O"ara,A6oans,lnc. Page120 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa NORTHWESTERN FAG UNIVERSITY N OLDBERG 3AM-6AM FOR + PARK '9D 3AM- CARS ONLY _ 4± 1 I 6AM — — MP CLARK ® P .— - AY �► STREET u 1, MP I N r ` MP 'Z EII NSTE I BAGELS PP MP ATE; 3AM- 6AM® '��► STARBUCKS 3AM- BLAZE 6AM PIZZA NO SBLT ---�� r ONLY E-W ®3AM- ALLEY M 6AM o y A, D= I NSOMN I A < m COOKIE Y P MP s Z R k C 3AM- ye "I� 3AM-6AM PP 1 m Z 6AM ® MCMANUS HILTON LIVING -LEARNING © CENTER Mp EVANSTON PUBLIC LEGEND 0I" ---► - TRAVEL LANE - TRAFFIC SIGNAL s - STOP SIGN XX - SPEED LIMIT - ON -STREET PARKING ® - NO PARKING MP - METERED PARKING PP - PAY BY PLATE i © - LOADING ZONE t © - PARKING FOR 3 CABS ® - NO LEFT TURN &b - BIKE LANE -STANDARD CROSSWALK - HIGH VISIBILITY CROSSWALK Life -Science Building Evanston, Illinois NOT TO SCALE © nj ICY ti. L 1 BRARY O 20 1 MIN y Mp 3AM-6AM © 2nf = �n ® � C PP 3AM-6AM 2 KE I TH KRACK GRAND CONSUL MT EVEREST OF SIGMA CHI 3AM- RESTAURANT �O 6AM WHOLE} y 3AM-6AM Z2 FOODS !%y' ® PAULINE LAO SZE � MAGIC CO~ CHUAN 522 STORE = MP MP CHURCH .Z Q FIRSTST ST THE PARK ES UNITED 2HR jQ�FTh EVANSTON MP M CHURCH T © ALTURAS © CAPITAL 2HR MANAGEMENT x1mO�Existing Roadway Characteristics Kenig,Lindgren,0'Hara,Aboona,lnc. Job No: 21-295 Figure: 3 Doc ID: 4bc6817eO40cb90da216040abbb5a3ba3a401faa Chicago Avenue is generally a north -south, two-way roadway. In the vicinity of the site, Chicago Avenue provides a single lane in each direction with a two-way, protected bike lane located on the east side of the road north of Davis Street. Parallel metered parking is generally permitted on both sides of the road between Davis Street and Church Street. At its signalized intersection with Church Street, Chicago Avenue provides a through lane and an exclusive right -turn lane on the northbound approach and a shared left-turn/through lane on the southbound approach. Both approaches provide high -visibility, ladder style crosswalks. Chicago Avenue has a posted speed limit of 25 miles per hour. Chicago Avenue carries an Annual Average Daily Traffic (AADT) volume of approximately 7,200 vehicles north of Church Street and 11,600 vehicles south of Church Street (IDOT 2018). Church Street is generally a one-way eastbound roadway that provides two eastbound lanes with metered parallel parking generally provided on the north side of the roadway. Church Street also provides a barrier -protected bike lane for eastbound travel west of Chicago Avenue. At its signalized intersection with Orrington Avenue, Church Street provides an exclusive left -turn lane and two through lanes on the eastbound approach. Both the east and west legs of the intersection provide standard -style crosswalks. At its signalized intersection with Chicago Avenue, Church Street provides a shared left-turn/through lane and a shared through/right-turn lane on the eastbound approach. Both the east and west legs of the intersection provide high -visibility, ladder style crosswalks. At its all -way stop sign controlled intersection with Hinman Avenue, the eastbound approach of Church Street provides a shared left-turn/through lane and a separate right - turn lane. Both the east and west legs of the intersection provide standard style crosswalks. Church Street carries an AADT volume of approximately 7,950 vehicles (IDOT 2018). Hinman Avenue is generally a north -south, two-way roadway. In the vicinity of the site, Hinman Avenue provides a single lane in each direction with parallel parking generally permitted on both sides of the road. At its all -way stop sign controlled intersections with Davis Street and Church Street, Hinman Avenue provides a single lane approach on both legs. Both approaches at both intersections provide standard style crosswalks. Sherman Avenue is a north -south, one-way roadway in the southbound direction south of Clark Street and becomes a two-way roadway north of Clark Street. At its signalized intersection with Clark Street, Sherman Avenue provides a combined through/right-turn on the southbound approach. Sherman Avenue carries an AADT volume of approximately 3,300 vehicles (IDOT 2018). Life Science Building AKIW OA\ Evanston, Illinois 8 KaniM Undgr , 0"ara�A6oans, Inc. Page122 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Alternative Modes of Transportation Accessibility to and from the Evanston central business district is enhanced by the alternative modes of transportation serving the area as summarized below. Public Transportation. The area is served by several modes of public transportation including Metra commuter rail, CTA rapid transit service, and four bus lines. The public transportation serving the area is summarized below and illustrated in Figure 4. The following summarizes the rail lines providing service to the area: • The Metra Union Pacific/North Line (UP-N) has a local stop at Benson Avenue just north of Davis Street, which is located approximately two to three blocks west of Orrington Avenue. This line provides daily service between Ogilvie Transportation Center in Chicago and Kenosha, Wisconsin. • The CTA Purple Transit Line has a local stop at Benson Avenue just north of Davis Street and is located two to three blocks west of Orrington Avenue. This line provides daily service between the Linden station in Wilmette and the Howard station on the border of Chicago and Evanston. In addition, weekday peak period express service is provided between the Howard station and the Chicago Loop. The following bus routes serve the immediate area. Several other bus routes have stops that are within walking distance of the site. • Route 93 (California/Dodge) generally runs along California Avenue and Dodge Avenue between the Davis CTA station and the Kimball CTA station. Service is provided on weekdays and Saturdays. • Route 201 (Central/Ridge) generally runs along Central Avenue and Ridge Avenue between the Howard Street CTA station and Old Orchard Shopping Center. Service is provided on weekdays and Saturdays. • Route 213 (Green Bay Road) generally runs along Chicago Avenue and Green Bay Road between the Howard Street CTA station and downtown Highland Park. Service is provided on weekdays and Saturdays. Non Motorized Transportation Systems. All of the roadways within the immediate area have sidewalks on both sides of the roadway. Crosswalks are generally provided on all approaches of the signalized intersections. Pedestrian signals are also provided at all signalized intersections within the study area. Life Science Building MAL Evanston, Illinois 9 icenig, Lindgren, 8"ara�.A600rte. Inc. Page123 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa o • m • a m. • 2 • • • • • • s • s • f • f •• 0000•••00%1•900#V0•000 ••• ••••••• •• • •• f • • • • •�A••••r•••••,k•••••••••• ••• • • O i X • m • Z • c m • LEGEND • • • • • • • - ROUTE 93 - CALIFORNIA-DODGE • k • 4, - ROUTE 201 - CENTRAL -RIDGE •••••••- ROUTE 213-GREEN BAY ROAD -CTA PURPLE LINE !!!!!!!!!!!! - UNION PACIFIC NORTH LINE s • Life -Science Building Evanston, Illinois �o '90 O CLARK STREET SITE . • NOT TO N O N N (6 ��0A� 0- Public Transportation Kenig,Lindgren,0'Hara,Aboona,lnc. Job No: 21-295 Figure: 4 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa According to the City of Evanston's Area Bike Map, Elgin Road, Clark Street, Church Street, Chicago Avenue, and Hinman Avenue are designated bike routes. In addition, Chicago Avenue and Church Street provide barrier -protected bike lanes within the vicinity of the site. Car -Sharing Transportation Availability. Multiple car -sharing vehicles are located within walking distance of the site. Existing Traffic Volumes In order to determine current vehicle, pedestrian, and bicycle conditions within the study area, KLOA, Inc. performed peak period transportation counts at the following intersections: • Orrington Avenue with Clark Street • Orrington Avenue with public alley • Clark Street with Orrington Avenue • Clark Street with Sherman Avenue • Church Street with Orrington Avenue • Church Street with Chicago Avenue • Church Street with Hinman Avenue • Church Street with 525 Church Street parking garage access drive All of the traffic counts were conducted during the weekday morning (7:00 A.M. to 9:00 A.M.) and evening (4:00 P.M. to 6:00 P.M.) peak periods on Thursday, October 14, 2021. The results of the traffic counts showed that the weekday morning peak hour of traffic occurs from 8:00 A.M. to 9:00 A.M. and the weekday evening peak hour of traffic occurs from 4:45 P.M. to 5:45 P.M. It should be noted that due to the COVID-19 pandemic, traffic volumes in the area may not reflect normal or typical conditions. As such, the 2021 traffic counts were compared to previous traffic counts conducted in the area by KLOA, Inc. in 2018. Based on the comparison of the traffic volumes, the 2021 traffic volumes were increased as follows: The Orrington Avenue northbound through volumes were increased by 60 percent during the morning peak hour and 50 percent during the evening peak hour. The Church Street eastbound through volumes were increased by 150 percent during the morning and evening peak hours. The Chicago Avenue southbound through volumes were increased by 10 percent during the morning peak hour and 25 percent during the evening peak hour and the northbound through volumes were increased by 30 percent during the morning peak hour and were not increased during the evening peak hour. Figures 5 and 6 illustrate the Year 2021 existing vehicle, pedestrian, and bicycle peak hour volumes. Life Science Building AKIW OA\ Evanston, Illinois 11 KaniM Undgr , 0"ara�A6oans, Inc. Page125 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CLARK STREET N O N co W co L w 95 (160) 1 9 (34) r 51 (86) 25 (59) � nNF-*AY �!\ o -- SITE < , aC/) <_ M m z� c� ma z 107 y LEGEND 00 -AM PEAK HOUR (8:00-9:00 AM) (00) - PM PEAK HOUR (4:45-5:45 PM) Life -Science Building Evanston, Illinois NOT TO SCALE CHURCH STREET @ 525 CHURCH STREET ■ GARAGE ACCESS r r O �w Year 2021 Base Traffic Volumes MALICAl Kenig,Lindgren,O'Hara, bboona,lnc. Job No, 21-295 Figure: 5 N 0 N am 0) M a Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa o �. (�N R�qO S 1 57 (144) po CLARK o 0 (6) 04F Ay o N STREET 0(2)�"'� 1� 0�b 0 1 1 SITE o 9??1 1 I CHURCH STREET @ 525 CHURCH STREET ■ GARAGE ACCESS 34 t32� a =mac= w 2p (4 LEGEND 00 - AM PEAK HOUR (8:00-9:00 AM) (00) - PM PEAK HOUR (4:45-5:45 PM) 00 (00) � -PEDESTRIAN VOLUME 00 (00) cl - BICYCLE VOLUME l� NOT TO SCALE Life -Science Building Existing Pedestrian and Bicycle ICIW44�hEvanston, Illinois Traffic Volumes Kenig,Lindgren,O Job No: 21-295 Figure: 6 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa In order to properly evaluate future traffic conditions in the surrounding area, it was necessary to determine the traffic characteristics of the proposed development, including the directional distribution and volumes of traffic that it will generate. Proposed Development Plan As proposed, the proposed development will be an approximate 150,000 square -foot life science building with a 35-space on -site parking garage and 40 bicycle parking spaces. Access to the garage and loading will be provided off the public alley that runs along the south property line between Orrington Avenue and Sherman Avenue, where it is restricted to exiting (westbound) movements only. The access drive to the parking garage and the loading dock will be located on the south side of the site. The access drive will provide one inbound lane and one outbound lane. Main pedestrian entry to the development will be provided on the north side of the site fronting Clark Street. In addition, approximately 100 parking spaces will be leased at the Church Street parking garage located at 525 Church Street to accommodate overflow parking. AutoTurn exhibits showing the vehicular and truck maneuvers accessing the building are included in the Appendix. Directional Distribution The directions from which site -generated traffic will approach and depart the on -site garage and the 525 Church Street parking garage were estimated based on existing travel patterns, as determined from the traffic counts. Figures 7 and 8 illustrate the directional distribution of the development -generated traffic to and from the on -site garage and the 525 Church Street parking garage, respectively. Development Traffic Generation The number of peak hour vehicle trips estimated to be generated by the proposed development was based on vehicle trip generation rates contained in the Trip Generation Manual, 11 th Edition, published by the Institute of Transportation Engineers (ITE). It should be noted that the ITE trip rates are based on suburban rates where the primary mode of transportation is the automobile. Given the location of the proposed site within the central business district and its proximity to alternative modes of transportation, the number of additional vehicle trips generated by the development will be reduced. Therefore, the trips were reduced by 50 percent to account for the patrons and employees that will use alternative means of transportation other than the automobile to travel to and from the site. Table 1 summarizes the trips projected to be generated by the development. Life Science Building AKAL A Evanston, Illinois 14 icenig, Lindgren, 8"ara�,A600ne. Inc. Page128 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa -157. CLARK STREET LEGEND t w Un L�J O Z m a 00% - PERCENT DISTRIBUTION 00' - DISTANCE IN FEET Life -Science Building Evanston, Illinois Estimated Directional Distribution (On -Site Garage) NOT TO SCALE x1MV it *M Kenig,Lindgren,0 Job Noi21-295 Figure: 7 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CLARK STREET 0 z m a 1 aW <_ M r" zA c> Mz z LEGEND 00% - PERCENT DISTRIBUTION 00' - DISTANCE IN FEET Life -Science Building Evanston, Illinois NOT TO SCALE Estimated Directional Distribution MIMo (525 Church Street Parking Garage) Kenig,Lindgren,0'Hara,Aboona,lnc. Job No:21-295 Figure: E Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Table 1 SITE -GENERATED TRAFFIC VOLUMES Research and Development Center Gross Trips: Less 50% Reduction: Total Trips: On -Site Trips: 525 Church Street Parking Garage Trips: —150,000 s.L (LUC 130 28 -65 -14 65 14 23 5 42 9 760)1 158 -79 79 28 51 24 128 -12 -63 12 64 4 23 8 41 151 -75 76 27 49 1703 -851 852 298 554 Trip generation rates were reduced by 50 percent to account for alternative modes of transportation serving the area and the development. Life Science Building AKIW Evanston, Illinois 17 Ke iM Lindgre ,O"ara,A6oans,lnc. Page131 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa The total projected traffic volumes include the base traffic volumes, increase in background traffic due to ambient growth, and the traffic estimated to be generated by the proposed subject development. Development Traffic Assignment 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 to and from the on -site parking garage and the 525 Church Street parking garage (Figures 7 and 8) and are illustrated in Figures 9 and 10, respectively. Other Area Growth The Year 2021 base traffic volumes (Figure 5) 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), the existing traffic volumes in the study area increased by a compounded growth rate of 0.27 percent per year for six years for a total of 1.7 percent. A copy of the CMAP 2050 projections letter is included in the Appendix. In addition, the traffic study included the buildout of the following proposed and/or approved area developments: • An office development approved to be located at 605 Davis Street that is to contain approximately 200,000 square feet of office space. • A senior living residential development currently under construction at 1815 Ridge Avenue that is to contain approximately 161 units. • The Emerson development approved to be located at 1900 Sherman Avenue that is to contain approximately 168 age -restricted units. • A residential development approved to be located at 1555 Ridge Avenue that is to contain approximately 68 residential units. • A residential development proposed to be located at 1012-1034 Chicago Avenue that is to contain 116 units and approximately 5,000 square feet of ground floor retail space. • A proposed 18-story mixed -use development at 1621-31 Chicago Avenue that is to contain approximately 180 apartment units, approximately 7,000 square feet of retail space, and 57 parking spaces. Figure 11 illustrates the Year 2027 no -build traffic volumes. Life Science Building AKIW A\ Evanston, Illinois 18 Ke iMUndgr ,07-Iara�A6oans,lnc. Page132 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CLARK STREET LEGEND t 2 (8; M� aW <_ M M zA c� M a z 00 - AM PEAK HOUR (8:00-9:00 Al PM PEAK HOUR 14:45-5:45 Pl.., Life -Science Building Evanston, Illinois Estimated Site -Generated Traffic Volumes (On -Site Garage) NOT TO SCALE XL WiOona Kenig,Lindgren,0 Job No:21-295 Figure: 9 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CLARK STREET 0 z m aW <_ M M ZA C > M a Z LEGEND SITES ' 00 - AM PEAK HOUR (8:00-9:00 AM) (00) - PM PEAK HOUR (4:45-5:45 PM) Life -Science Building Evanston, Illinois Estimated Site -Generated Traffic Volumes (525 Church Street Parking Garage) NOT TO SCALE CHURCH STREET @ 525 CHURCH STREET GARAGE ACCESS x1m 1r it 7AAb__,1..1\ Kenig,Lindgren,0 Job No: 21-295 Figure: 10 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CLARK STREET N W N N Z4 Z o L 97 (163) 9 (35) i r 52 (87) .- ONF_*Av 25 (60) , �' SITES a 1 ' LEGEND 00 - AM PEAK HOUR (8:00-9:00 AM) (00) - PM PEAK HOUR (4:45-5:45 PM) Life -Science Building Evanston, Illinois y � �9s �39Tj Year 2027 No -Build Traffic Volumes AVM NOT TO SCALE 319?9878) ��\ y CHURCH STREET @ 525 CHURCH STREET GARAGE ACCESS x1mr it *M Kenig,Lindgren,0 Job No: 21-295 Figure- 11 Doc ID: 4bc6817eO4Ocb9Oda21604Oabbb5a3ba3a401faa Total Projected Traffic Volumes The development -generated traffic was added to the base traffic volumes accounting for background growth to determine the Year 2027 total projected traffic volumes, shown in Figure 12. To provide a conservative (worst -case) analysis, no reductions were assumed for the traffic currently generated by the commercial space located on the site. Life Science Building AKALOA\ Evanston, Illinois 22 KaniM Undgr , 0"ara�A6oans, Inc. Page136 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CLARK STREET N_ N N W LO a a L 99 (171) 1 10 (38) r 52 (87) 25 (60) SITES � ! m � 1 .J L , . E_W ALLEY CHURCH STREET @ 525 CHURCH STREET ■ GARAGE ACCESS f?,I \ 449 � 166) y LEGEND 00 -AM PEAK HOUR (8:00-9:00 AM) (00) - PM PEAK HOUR (4:45-5:45 PM) NOT TO SCALE Life -Science Building Year 2027 Total Projected Traffic Volumes MIW44�hEvanston, Illinois Kenig,Lindgren,O Job No, 21-295 Figure: 12 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa �5. Traffic AIlysis and Recommendations 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 modifications are required. Traffic Analyses Roadway and adjacent or nearby intersection analyses were performed for the weekday morning and weekday evening peak hours for the base (Year 2021), no -build (Year 2027), and future projected (Year 2027) traffic volumes. The traffic analyses were performed using the methodologies outlined in the Transportation Research Board's Highway Capacity Manual (HCM), 2010 and analyzed using Synchro/SimTraffic computer software. The analyses for signalized intersections were done using actual cycle lengths and phasings. 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 Year 2021 base, Year 2027 no -build, and Year 2027 total projected conditions for the study area intersections are presented in Tables 2 through 8. A discussion of the intersections follows. Summary sheets for the capacity analyses are included in the Appendix. Life Science Building AKIW OA\ Evanston, Illinois 24 KaniM Undgr , 0"ara�A6oans, Inc. Page138 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Table 2 CAPACITY ANALYSIS RESULTS SHERMAN AVENUE WITH CLARK STREET - SIGNALIZED Base Conditions • Overall B 16.4 B 13.8 • Eastbound Right Turn A 0.1 A 0.3 • Westbound Approach A 7.6 B 10.7 o Westbound Left Turn A 2.1 A 1.3 o Westbound Through B 10.2 B 14.9 • Southbound Approach C 24.2 B 18.9 o Southbound Through C 26.8 C 21.4 o Southbound Right Turn A 0.4 A 1.9 No -Build Conditions • Overall B 16.6 B 14.1 • Eastbound Right A 0.1 A 0.4 • Westbound Approach A 7.8 B 11.3 o Westbound Left Turn A 2.1 A 1.2 o Westbound Through B 10.6 B 15.7 • Southbound Approach C 24.4 B 19.0 o Southbound Through C 26.9 C 21.5 o Southbound Right Turn A 0.4 A 2.2 Projected Conditions • Overall B 16.6 B 14.3 • Eastbound Right Turn A 0.1 A 0.4 • Westbound Approach A 7.9 B 11.8 o Westbound Left Turn A 2.1 A 1.2 o Westbound Through B 10.7 B 16.2 • Southbound Approach C 24.4 B 19.0 o Southbound Through C 26.9 C 21.5 o Southbound Right Turn A 0.4 A 2.2 LOS = Level of Service Delay is measured in seconds. Life Science Building AKIW OA\ Evanston, Illinois 25 KaniM Lindgr , 0"ara�A6oans, Inc. Page139 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Table 3 CAPACITY ANALYSIS RESULTS ORRINGTON AVENUE WITH CHURCH STREET - SIGNALIZED Base Conditions • Overall • Eastbound Approach o Eastbound Left Turn o Eastbound Through • Northbound Approach o Northbound Through o Northbound Right Turn No -Build Conditions • Overall • Eastbound Approach o Eastbound Left Turn o Eastbound Through • Northbound Approach o Northbound Through o Northbound Right Turn Projected Conditions Overall • Eastbound Approach _ o Eastbound Left Turn o Eastbound Through • Northbound Approach o Northbound Through o Northbound Right Turn LOS = Level of Service Delay is measured in seconds. Life Science Building Evanston, Illinois 26 A 9.1 A 9.6 A 7.2 A 7.0 A 1.9 A 1.9 A 8.6 A 8.7 B 14.4 B 14.9 B 18.5 B 19.1 A 6.1 A 8.2 A 9.1 B 10.2 A 7.4 A 7.1 A 1.9 A 1.9 A 8.8 A 8.8 B 13.8 B 16.1 B 18.5 B 19.1 A 5.8 B 11.9 A 9.1 B 10.2 A 7.4 A 7.1 A 1.9 A 1.9 A 8.9 A 8.8 B 13.9 B 16.2 B 18.6 B 19.2 A 5.8 B 12.1 AKJLa1\ KaniMtinrll] n, O"ara�A6oans, Inc. Page 140 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Table 4 CAPACITY ANALYSIS RESULTS CHICAGO AVENUE WITH CHURCH STREET - SIGNALIZED Base Conditions • Overall C 20.2 C 24.9 • Northbound Approach A 9.6 A 9.1 o Northbound Through A 9.9 A 8.4 o Northbound Right Turn A 6.7 B 12.3 • Southbound Approach A 8.2 A 9.9 • Eastbound Approach C 34.0 D 41.6 No -Build Conditions • Overall C 20.9 C 28.3 • Northbound Approach A 10.0 A 10.0 o Northbound Through B 10.2 A 8.7 o Northbound Right Turn A 8.4 B 15.3 • Southbound Approach A 8.6 B 10.5 • Eastbound Approach D 35.4 D 48.5 Projected Conditions • Overall C 21.7 C 28.7 • Northbound Approach B 10.3 A 10.1 o Northbound Through B 10.2 A 8.7 o Northbound Right Turn B 11.6 B 15.7 • Southbound Approach A 9.0 B 10.6 • Eastbound Approach D 36.7 D 49.1 LOS = Level of Service Delay is measured in seconds. Life Science Building AKIW OA\ Evanston, Illinois 27 KaniM Lindgr , 0"ara�A6oans, Inc. Page141 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Table 5 CAPACITY ANALYSIS RESULTS ORRINGTON AVENUE WITH CLARK STREET AND ELGIN ROAD — UNSIGNALIZED Base Conditions • Overall • Westbound Approach (Clark Street) • Southbound Approach (Elgin Road) No -Build Conditions • Overall • Westbound Approach (Clark Street) • Southbound Approach (Elgin Road) Projected Conditions • Overall • Westbound Approach (Clark Street) • Southbound Approach (Elgin Road) LOS = Level of Service Delay is measured in seconds. Life Science Building Evanston, Illinois B 10.8 B 14.4 B 11.1 B 14.8 B 10.7 B 11.5 B 10.9 B 14.7 B 11.2 C 15.2 B 10.8 B 11.6 B 10.9 C 15.1 B 11.2 C 15.5 B 10.8 B 11.6 28 KaniM Lindgr , 0"ara�A6oans, Inc. Page 142 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Table 6 CAPACITY ANALYSIS RESULTS HINMAN AVENUE WITH CHURCH STREET UNSIGNALIZED Base Conditions • Overall A 9.3 B 10.8 • Eastbound Approach A 9.7 B 11.6 • Northbound Approach A 8.3 A 8.8 • Southbound Approach A 8.5 A 9.3 No -Build Conditions • Overall A 9.7 B 11.5 • Eastbound Approach B 10.2 B 12.5 • Northbound Approach A 8.4 A 9.0 • Southbound Approach A 8.6 A 9.5 Projected Conditions • Overall A 9.7 B 11.9 • Eastbound Approach B 10.3 B 13.0 • Northbound Approach A 8.4 A 9.1 • Southbound Approach A 8.6 A 9.6 LOS = Level of Service Delay is measured in seconds. Life Science Building AKIW OA\ Evanston, Illinois 29 KaniM Lindgr , 0"ara�A6oans, Inc. Page143 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Table 7 CAPACITY ANALYSIS RESULTS ORRINGTON AVENUE WITH ALLEY — UNSIGNALIZED Base Conditions • Northbound Left Turn A 7.3 A 0.1 • Eastbound Approach B 10.4 B 10.1 No -Build Conditions • Northbound Left Turn A 7.3 A 0.1 • Eastbound Approach B 10.5 B 10.2 Projected Conditions • Northbound Left Turn A 7.4 A 0.1 • Eastbound Approach B 11.2 B 10.4 LOS = Level of Service Delay is measured in seconds. Table 8 CAPACITY ANALYSIS RESULTS CHURCH STREET WITH 525 CHURCH STREET GARAGE ACCESS — UNSIGNALIZED Base Conditions • Eastbound Left Turn • Southbound Approach No -Build Conditions • Eastbound Left Turn • Southbound Approach Projected Conditions • Eastbound Left Turn • Southbound Approach LOS = Level of Service Delay is measured in seconds. Life Science Building Evanston, Illinois A 7.5 A 7.6 B 11.3 B 12.2 A 7.5 A 7.6 B 11.6 B 12.7 A 7.6 A 7.7 B 13.7 B 13.8 30 KaniM Lindgr , O"ara�A6oans, Ino. Page 144 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Discussion and Recommendations The following summarizes how the intersections are projected to operate and identifies any roadway and traffic control improvements necessary to accommodate the development traffic. Sherman Avenue with Clark Street The results of the capacity analysis indicate that this signalized intersection currently operates at an overall Level of Service (LOS) B during the weekday morning and weekday evening peak hours. All movements and approaches are operating at LOS C or better during both peak hours. Under Year 2027 no -build traffic volumes, this intersection will operate at LOS B during the weekday morning and evening peak hours with increases in delay of less than one second. All movements and approaches will operate at the same existing levels of service during both peak hours. Under Year 2027 projected traffic volumes, this intersection is projected to continue operating at an overall LOS B during both peak hours with limited increases in delay. In addition, the intersection approaches and movements are projected to continue to operate at LOS C or better during both peak hours. As such, the intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the proposed development. Given the low volume of development -generated traffic projected to traverse this intersection and that the increase in overall intersection delay is projected to be approximately only one second, the development is projected to have a limited impact on the operation of this intersection. Orrington Avenue with Church Street The results of the capacity analysis indicate that this signalized intersection currently operates at an overall LOS A during the weekday morning and weekday evening peak hours. All movements and approaches are operating at LOS B or better during both peak hours Under Year 2027 no -build traffic volumes, overall this intersection will operate at LOS A during the weekday morning peak hour and LOS B during the weekday evening peak hour with increases in delay of less than one second. All movements and approaches will operate at the same existing levels of service during both peak hours except for the northbound right -turn movements, which will operate at LOS A during the weekday morning peak hour and LOS B during the weekday evening peak hour. Under Year 2027 total projected conditions, overall this intersection will operate at LOS A during the weekday morning peak hour and LOS B during the weekday evening peak hour with increases in delay of less than one second. In addition, the intersection approaches and movements are projected to continue to operate at the same levels of service during both peak hours. As such, the intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the proposed development. Given the low volume of development -generated traffic projected to traverse this intersection and that the increase in overall intersection delay is projected to be approximately only one second, the development is projected to have a limited impact on the operation of this intersection. Life Science Building Evanston, Illinois 31 Kenig'ilndgreni 07-Iara�A6oana, lnc. Page 145 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Chicago Avenue with Church Street The results of the capacity analysis indicate that this signalized intersection currently operates at an overall LOS C during the weekday morning and weekday evening peak hours. All movements and approaches are operating at LOS C or better during both peak hours except for the eastbound approach, which currently operates at an acceptable LOS D during the weekday evening peak hour. Under Year 2027 no -build traffic volumes, overall this intersection will continue to operate at LOS C during the weekday morning and evening peak hours with increases in delay of approximately one second and three seconds, respectively. All movements and approaches will operate at LOS C or better during both peak hours except for the eastbound approach, which will operate at LOS D during the morning and evening peak hours with increases in delay of approximately one second and seven seconds, respectively. Under Year 2027 total projected conditions, overall this intersection will continue to operate at the same levels of service with increases in delay of approximately one second. In addition, the intersection approaches and movements are projected to continue to operate at the same levels of service during both peak hours except for the northbound right -turn movements, which will operate at LOS B during both peak hours. As such, the intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the proposed development. Given the low volume of development -generated traffic projected to traverse this intersection and that the increase in overall intersection delay is projected to be approximately only one second, the development is projected to have a limited impact on the operation of this intersection. Orrington Avenue with Clark Street and Elgin Road The results of the capacity analysis indicate that this all -way stop sign controlled intersection currently operates at an overall LOS B during the weekday morning and weekday evening peak hours. The westbound approach (from Clark Street) and the southbound approach (from Elgin Road) are operating at LOS B during both peak hours. Under Year 2027 no -build conditions, overall this intersection will continue to operate at the same existing levels of service during both peak hours with increases in delay of less than one second. The westbound approach will operate at LOS B during the weekday morning peak hour and LOS C during the weekday evening peak hour with increases in delay of less than one second. In addition, the southbound approach will continue to operate at LOS B during both peak hours with increases in delay of less than one second. Life Science Building AKIW OA\ Evanston, Illinois 32 KaniM Lindgr , 0"ara�A6oans, Inc. Page146 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Under Year 2027 total projected conditions, overall this intersection will operate at LOS B during the weekday morning peak hour and LOS C during the weekday evening peak hour with increases in delay of less than one second. The westbound and southbound approaches will continue to operate at the same levels of service during both peak hours with increases in delays of less than one second. As such, the intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the proposed development. Given the low volume of development - traffic projected to traverse this intersection and that the increase in overall intersection delay is projected to be less than one second, the development is projected to have a limited impact on the operation of this intersection. Hinman Avenue with Church Street The results of the capacity analysis indicate that this all -way stop sign controlled intersection currently operates at an overall LOS A during the weekday morning peak hour and LOS B during the weekday evening peak hour Under Year 2027 no -build conditions, overall this intersection will continue to operate at the same existing levels of service during both peak hours with increases in delay of less than one second. In addition, all of the approaches will continue to operate at LOS B or better during both peak hours with increases in delay of less than one second. Under Year 2027 total projected conditions, the intersection overall and all of the approaches will continue to operate at the same levels of service during both peak hours with increases in delay of less than one second. As such, the intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the proposed development. Given the low volume of development -generated traffic projected to traverse this intersection and that the increase in overall intersection delay is projected to be less than one second, the development is projected to have a limited impact on the operation of this intersection. Orrington Avenue with Alley The results of the capacity analysis indicate that the northbound left -turn movements are operating at LOS A during the weekday morning and evening peak hours. In addition, the eastbound approach is operating at LOS B during both peak hours. Under Year 2027 no -build conditions, the northbound left -turn movements and the eastbound approach will continue to operate at LOS B or better during both peak hours with increases in delay of less than one second. Under Year 2027 total projected conditions, the northbound left -turn movements and the eastbound approach will continue to operate at LOS B or better during both peak hours with increases in delay of less than one second. As such, this intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the development. Life Science Building AKIW Evanston, Illinois 33 Ke iM Lindgre ,O"ara,A6oans,lnc. Page147 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Church Street with 525 Church Street Parking Garage Access The results of the capacity analysis indicate that the eastbound left -turn movements are operating at LOS A during the weekday morning and evening peak hours. In addition, the southbound approach currently operates at LOS B during both peak hours. Under Year 2027 no -build conditions, the eastbound left -turn movements and the southbound approach will continue to operate at LOS B or better during both peak hours with increases in delay of less than one second. Under Year 2027 total projected conditions, the northbound left -turn movements and the eastbound approach will continue to operate at LOS B or better during both peak hours with increases in delay of less than two seconds. As such, this intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the development. Life Science Building AKIW OA\ Evanston, Illinois 34 KaniM Lindgr , 0"ara�A6oans, Inc. Page148 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa This report summarizes the methodologies, results, and findings of a traffic impact study conducted by Kenig, Lindgren, O'Hara, Aboona, Inc. (KLOA, Inc.) to assess the impact of the life science building at 1740 Orrington Avenue in Evanston, Illinois. As proposed, the proposed development will be an approximate 150,000 square -foot life science building with a 35-space on - site parking garage and 40 bicycle parking spaces. Based on the preceding analyses and recommendations, the following conclusions were made: The existing roadway system has sufficient reserve capacity to accommodate the traffic to be generated by the proposed development. All of the intersections within the study area are projected to continue to operate at a good level of service assuming the additional traffic to be generated by the proposed development and the other area growth. Overall, the proposed development will have a limited impact on the operation of the roadway system and, as such, no roadway improvements and/or traffic control modifications are required. Given the location of the site within the central business district and its proximity to alternative modes of transportation, the number of vehicle trips generated by the development will be reduced. Access to the on -site parking garage and the loading dock will be provided off the east - west public alley that extends along the south property line between Orrington Avenue and Sherman Avenue Approximately 100 parking spaces will be leased at the Church Street parking garage located at 525 Church Street to accommodate overflow parking. Life Science Building M1W A Evanston, Illinois 35 icenig,Lindgren. 8"ara�,A600ne.Inc. Page149 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Appendix Traffic Count Summary Sheets Preliminary Site Plan ITE Trip Generation Worksheets CMAP 2050 Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets AutoTURN Exhibits Page150 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Traffic Count Summary Sheets Page151 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa v m cn N O N v 0 O n Church St Eastbound Start Time U-Turn Left Thru Right Peds Total U-Turn Left 7:00 AM 0 0 9 9 6 18 0 0 7,15AM 0 4 11 15 2 30 0 0 7:30 AM 0 5 22 13 3 40 0 0 7:45 AM 0 6 20 22 10 48 0 0 Hourly Total 0 15 62 59 21 136 0 0 8:00 AM 0 6 35 34 37 75 0 0 8:15 AM 0 14 39 32 41 85 0 0 8:30 AM 0 9 45 29 28 83 0 0 8:45 AM 0 28 10 47 41 85 0 0 Hourly Total 0 57 129 142 147 328 0 0 *" BREAK "* - - - - - - - - 4:00 PM 0 9 32 51 47 92 0 0 4:15 PM 0 11 35 35 64 81 0 0 4:30 PM 0 11 43 62 51 116 0 0 4:45 PM 0 11 56 41 74 108 0 0 Hourly Total 0 42 166 189 236 397 0 0 5:00 PM 0 14 54 56 85 124 0 0 5:15 PM 0 8 36 45 109 89 0 0 5:30 PM 0 14 51 47 95 112 0 0 5,45 PM 0 9 36 48 55 93 0 0 Hourly Total 0 45 177 196 344 418 0 0 Grand Total 0 159 534 586 748 1279 0 0 Approach % 0.0 12.4 41.8 45.8 - - 0.0 0.0 Total % 0.0 4.6 15.4 16.9 - 36.9 0.0 0.0 Lights 0 144 495 564 - 1203 0 0 % Lights - 90.6 92.7 96.2 - 94.1 - - Buses 0 12 2 19 - 33 0 0 % Buses - 7.5 0.4 3.2 - 2.6 - - Single -Unit Trucks 0 1 7 3 - 11 0 0 % Single -Unit - 0.6 1.3 0.5 - 0.9 - - Trucks Articulated Trucks 0 0 1 0 - 1 0 0 %Articulated - 0.0 0.2 0.0 - 0.1 - - Trucks Bicycles on Road 0 2 29 0 - 31 0 0 lam Kani9, Lindgren. 07iere, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Moverient Data Church St Westbound Thru Right Peds To al U-Turn Left 1 0 1 1 0 0 1 0 2 1 0 0 0 0 5 0 0 0 0 0 9 0 0 0 2 0 17 2 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 5 0 0 0 0 0 7 0 1 0 0 0 21 0 0 1 0 0 18 0 0 0 0 0 21 0 0 0 0 0 20 0 0 0 0 0 80 0 0 1 0 0 19 0 0 0 0 0 32 0 0 0 0 0 13 0 0 0 0 0 13 0 0 0 0 0 77 0 0 0 2 0 181 2 1 1 100.0 0.0 - - 0.1 0.1 0.1 0.0 - 0.1 0.0 0.0 0 0 0 1 0 0.0 - 0.0 100.0 0.0 0 0 0 0 0 0.0 - - 0.0 0.0 0.0 0 0 0 0 0 0.0 - 0.0 0.0 0.0 0 0 0 0 0 0.0 - - 0.0 0.0 0.0 2 0 2 0 1 Count Name: Church St with Chicago Ave Site Code: Start Date: 10/14/2021 Page No: 1 Chicago Ave Northbound Thru Right Peds Aotal U-Turn Left 51 2 11 53 0 0 43 2 13 45 0 4 68 6 10 74 0 1 60 9 15 69 0 0 222 19 49 241 0 5 65 4 10 69 0 1 92 12 21 105 0 1 83 12 16 95 0 3 81 3 20 84 0 5 321 31 67 353 0 10 60 6 40 67 0 2 59 8 35 67 0 3 67 9 40 76 0 5 63 14 44 77 0 4 249 37 159 287 0 14 59 8 43 67 0 8 58 14 46 72 0 7 63 17 45 80 0 8 65 14 42 79 0 8 245 53 176 298 0 31 1037 140 451 1179 0 60 88.0 11.9 - - 0.0 6.0 29.9 4.0 - 34.0 0.0 1.7 1012 137 - 1150 0 56 97.6 97.9 97.5 - 93.3 9 0 9 0 1 0.9 0.0 - 0.8 - 1.7 13 3 16 0 2 1.3 2.1 - 1.4 - 3.3 3 0 3 0 1 0.3 0.0 - 0.3 - 1.7 0 0 1 0 0 Chicago Ave Southbound Thru Right Peds App, Tota26 Int. Total 0 4 26 98 25 0 10 29 105 23 0 7 24 138 44 0 10 44 161 118 0 31 123 502 36 0 11 37 181 45 0 18 46 236 47 0 12 50 228 48 0 22 53 222 176 0 63 186 867 75 0 47 77 236 81 0 28 84 232 71 0 25 76 268 95 0 30 99 284 322 0 130 336 1020 79 0 33 87 278 77 0 24 84 245 84 0 42 92 284 89 0 37 97 269 329 0 136 360 1076 945 0 360 1005 3465 94.0 0.0 - - - 27.3 0.0 - 29.0 - 892 0 - 948 3301 94.4 - 94.3 95.3 29 0 30 72 3.1 - - 3.0 2.1 12 0 14 41 1.3 - - 1.4 1.2 5 0 6 10 0.5 - - 0.6 0.3 7 0 7 41 0 O n ICL Kani9, Lindgren. 07iere, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (8:00 AM) Count Name: Church St with Chicago Ave Site Code: Start Date: 10/14/2021 Page No: 3 Church St Church St Chicago Ave Chicago Ave Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. nt. Total Total Total Total Total 8:00 AM 0 6 35 34 37 75 0 0 0 0 1 0 0 0 65 4 10 69 0 1 36 0 11 37 181 8:15 AM 0 14 39 32 41 85 0 0 0 0 0 0 1 0 92 12 21 105 0 1 45 0 18 46 236 8:30 AM 0 9 45 29 28 83 0 0 0 0 1 0 0 0 83 12 16 95 0 3 47 0 12 50 228 8:45 AM 0 28 10 47 41 85 0 0 0 0 5 0 0 0 81 3 20 84 0 5 48 0 22 53 222 Total 0 57 129 142 147 328 0 0 0 0 7 0 1 0 321 31 67 353 0 10 176 0 63 186 867 Approach % 0.0 17.4 39.3 43.3 - - 0.0 0.0 0.0 0.0 - - 0.3 0.0 90.9 8.8 - - 0.0 5.4 94.6 0.0 - - - Total % 0.0 6.6 14.9 16.4 - 37.8 0.0 0.0 0.0 0.0 - 0.0 0.1 0.0 37.0 3.6 - 40.7 0.0 1.2 20.3 0.0 - 21.5 - PHF 0.000 0.509 0.717 0.755 0.965 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.872 0.646 0.840 0.000 0.500 0.917 0.000 0.877 0.918 Lights 0 52 122 138 - 312 0 0 0 0 - 0 1 0 314 30 - 345 0 8 165 0 - 173 830 % Lights - 91.2 94.6 97.2 - 95.1 - - - - - - 100.0 - 97.8 96.8 - 97.7 - 80.0 93.8 - - 93.0 95.7 Buses 0 3 1 4 8 0 0 0 0 0 0 0 1 0 1 0 0 5 0 5 14 % Buses - 5.3 0.8 2.8 - 2.4 - - - - - - 0.0 - 0.3 0.0 - 0.3 - 0.0 2.8 - - 2.7 1.6 Single -Unit Trucks 0 1 4 0 - 5 0 0 0 0 - 0 0 0 5 1 - 6 0 1 5 0 - 6 17 %Single -Unit - 1.8 3.1 0.0 - 1.5 - - - - - - 0.0 - 1.6 3.2 - 1.7 - 10.0 2.8 - - 3.2 2.0 Trucks Articulated Trucks 0 0 0 0 - 0 0 0 0 0 - 0 0 0 1 0 - 1 0 1 1 0 - 2 3 % Articulated - 0.0 0.0 0.0 - 0.0 - - - - - - 0.0 - 0.3 0.0 - 0.3 - 10.0 0.6 - - 1.1 0.3 Trucks Bicycles on Road 0 1 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 % Bicycles on - 1.8 1.6 0.0 0.9 - - - - - 0.0 - 0.0 0.0 0.0 - 0.0 0.0 - 0.0 0.3 Road Pedestrians 147 - 7 67 - 63 - - % Pedestrians 100.0 100.0 100.0 100.0 - - AM Kenig, ilnd9nan, 07iera, A600na, Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (4:45 PM) Count Name: Church St with Chicago Ave Site Code: Start Date: 10/14/2021 Page No: 4 Church St Church St Chicago Ave Chicago Ave Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App Int. Total Total Total Total Total 4:45 PM 0 11 56 41 74 108 0 0 0 0 20 0 0 0 63 14 44 77 0 4 95 0 30 99 284 5:00 PM 0 14 54 56 85 124 0 0 0 0 19 0 0 0 59 8 43 67 0 8 79 0 33 87 278 5:15 PM 0 8 36 45 109 89 0 0 0 0 32 0 0 0 58 14 46 72 0 7 77 0 24 84 245 5:30 PM 0 14 51 47 95 112 0 0 0 0 13 0 0 0 63 17 45 80 0 8 84 0 42 92 284 Total 0 47 197 189 363 433 0 0 0 0 84 0 0 0 243 53 178 296 0 27 335 0 129 362 1091 Approach % 0.0 10.9 45.5 43.6 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0 82.1 17.9 - - 0.0 7.5 92.5 0.0 - - - Total % 0.0 4.3 18.1 17.3 39.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.3 4.9 27.1 0.0 2.5 30.7 0.0 33.2 - PHF 0.000 0.839 0.879 0.844 0.873 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.964 0.779 0.925 0.000 0.844 0.882 0.000 0.914 0.960 Lights 0 43 178 185 - 406 0 0 0 0 - 0 0 0 240 53 - 293 0 26 326 0 - 352 1051 Lights - 91.5 90.4 97.9 93.8 - - - - - - - 98.8 100.0 99.0 - 96.3 97.3 - 97.2 96.3 Buses 0 3 0 3 6 0 0 0 0 0 0 0 3 0 3 0 0 5 0 5 14 Buses - 6.4 0.0 1.6 - 1.4 - - - - - - - - 1.2 0.0 - 1.0 - 0.0 1.5 - - 1.4 1.3 Single -Unit Trucks 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 3 Single -Unit - 0.0 0.5 0.5 - 0.5 - - - - - - - - 0.0 0.0 - 0.0 - 3.7 0.0 - - 0.3 0.3 Trucks Articulated Trucks 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 2 0 - 2 2 Articulated - 0.0 0.0 0.0 0.0 - - - - - - - 0.0 0.0 0.0 - 0.0 0.6 - 0.6 0.2 Trucks Bicycles on Road 0 1 18 0 19 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 21 Bicycles on - 2.1 9.1 0.0 4.4 - - - - - - - 0.0 0.0 0.0 - 0.0 0.6 - 0.6 1.9 Road Pedestrians 363 - 84 178 - 129 - - Pedestrians 100.0 100.0 100.0 100.0 - - Start Time U-Turn Left 7:00 AM 0 0 7:15AM 0 2 7:30 AM 0 0 7:45 AM 0 0 Hourly Total 0 2 8:00 AM 0 4 8:15 AM 0 7 8:30 AM 0 4 8:45 AM 0 5 Hourly Total 0 20 BREAK *** - - 4:00 PM 0 3 4:15 PM 0 3 4:30 PM 0 7 4:45 PM 0 6 Hourly Total 0 19 5:00 PM 0 4 5:15 PM 0 3 5:30 PM 0 13 5:45 PM 0 4 Hourly Total 0 24 Grand Total 0 65 Approach % 0.0 9.7 Total % 0.0 4.8 Lights 0 59 Lights - 90.8 Buses 0 0 Buses - 0.0 Single -Unit Trucks 0 1 Single -Unit - 1.5 Trucks Articulated Trucks 0 0 Articulated Trucks - 0.0 Bicycles on Road 0 5 Bicycles on Road - 7.7 Pedestrians - - Church St Eastbound Thru 4 5 11 10 30 23 15 12 9 59 22 23 30 31 106 36 32 36 25 129 324 48.4 24.2 293 90.4 2 0.6 4 1.2 0 0.0 25 7.7 Right App. Tota4 U-Turn Left 8 0 0 5 12 0 0 6 17 0 0 12 22 0 0 27 59 0 0 15 42 0 0 18 40 0 0 27 43 0 0 9 23 0 0 69 148 0 0 12 37 0 0 13 39 0 0 28 65 0 0 29 66 0 0 82 207 0 0 31 71 0 0 25 60 0 0 26 75 0 0 20 49 0 0 102 255 0 0 280 669 0 0 41.9 - 0.0 0.0 20.9 49.9 0.0 0.0 272 624 0 0 97.1 93.3 - - 1 3 0 0 0.4 0.4 - - 3 8 0 0 1.1 1.2 - - 0 0 0 0 0.0 0.0 - - 4 34 0 0 1.4 5.1 - - lampal 600na, Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Data Church St Hinman Ave Westbound Northbound Thru Right Peds Total U-Turn Left Thru Right Peds 1 0 5 1 0 0 4 0 4 0 0 1 0 0 0 4 2 3 0 0 1 0 0 0 12 2 7 0 0 4 0 0 0 7 0 7 1 0 11 1 0 0 27 4 21 0 0 3 0 0 1 8 6 4 0 0 5 0 0 0 20 3 7 0 0 2 0 0 0 20 7 13 0 0 2 0 0 0 27 4 5 0 0 12 0 0 1 75 20 29 0 0 6 0 0 0 16 5 13 0 0 10 0 0 0 13 2 16 0 0 7 0 1 0 14 2 15 1 0 8 1 0 0 19 11 26 1 0 31 1 1 0 62 20 70 1 0 13 1 0 0 15 4 15 2 0 10 2 0 0 19 12 20 2 0 11 2 0 0 17 9 19 1 0 13 1 0 0 15 5 19 6 0 47 6 0 0 66 30 73 8 0 101 8 1 1 230 74 193 100.0 0.0 - - 0.3 0.3 75.2 24.2 - 0.6 0.0 - 0.6 0.1 0.1 17.2 5.5 - 0 0 0 1 0 196 71 0.0 - 0.0 100.0 0.0 85.2 95.9 0 0 0 0 0 0 1 0.0 - 0.0 0.0 0.0 0.0 1.4 0 0 0 0 0 1 1 0.0 - 0.0 0.0 0.0 0.4 1.4 0 0 0 0 0 0 0 0.0 - 0.0 0.0 0.0 0.0 0.0 8 0 - 8 0 1 33 1 - 100.0 - - 100.0 0.0 100.0 14.3 1.4 - - 101 - - - - - 193 Count Name: Church St with Hinman Ave Site Code: Start Date: 10/14/2021 Page No: 1 Hinman Ave Southbound U-Turn Left Thru Right Peds Int. Total Tots. Total 4 0 0 4 0 1 4 17 6 0 0 2 0 5 2 20 14 0 1 8 0 4 9 40 7 0 0 12 0 6 12 41 31 0 1 26 0 16 27 118 15 0 1 9 0 5 10 67 23 0 1 22 0 5 23 86 27 0 3 20 0 6 23 93 31 0 3 17 0 4 20 74 96 0 8 68 0 20 76 320 21 0 4 23 0 15 27 85 15 0 7 17 0 6 24 78 17 0 3 21 0 4 24 106 30 0 3 30 0 6 33 130 83 0 17 91 0 31 108 399 19 0 7 35 1 12 43 134 31 0 1 45 1 8 47 140 26 0 4 27 1 15 32 135 20 0 3 22 0 18 25 95 96 0 15 129 3 53 147 504 306 0 41 314 3 120 358 1341 - 0.0 11.5 87.7 0.8 - - - 22.8 0.0 3.1 23.4 0.2 - 26.7 - 268 0 41 263 0 304 1196 87.6 - 100.0 83.8 0.0 84.9 89.2 1 0 0 0 0 0 4 0.3 - 0.0 0.0 0.0 0.0 0.3 2 0 0 1 0 1 11 0.7 - 0.0 0.3 0.0 0.3 0.8 0 0 0 0 0 0 0 0.0 - 0.0 0.0 0.0 0.0 0.0 35 0 0 50 3 53 130 11.4 - 0.0 15.9 100.0 - 14.8 9.7 - - - - - 120 - - v m cn rn O N v 0 O n P 1CL Kanig, Lindgren, 07iera, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (8:00 AM) Church St Church St Hinman Ave Eastbound Westbound Northbound Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds 8:00 AM 0 4 23 15 42 0 0 0 0 3 0 0 1 8 6 4 8:15 AM 0 7 15 18 40 0 0 0 0 5 0 0 0 20 3 7 8:30 AM 0 4 12 27 43 0 0 0 0 2 0 0 0 20 7 13 8:45 AM 0 5 9 9 23 0 0 0 0 2 0 0 0 27 4 5 Total 0 20 59 69 148 0 0 0 0 12 0 0 1 75 20 29 Approach % 0.0 13.5 39.9 46.6 - 0.0 0.0 0.0 0.0 - - 0.0 1.0 78.1 20.8 - Total % 0.0 6.3 18.4 21.6 46.3 0.0 0.0 0.0 0.0 - 0.0 0.0 0.3 23.4 6.3 - PHF 0.000 0.714 0.641 0.639 0.860 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.694 0.714 Lights 0 18 55 68 141 0 0 0 0 - 0 0 0 57 18 - % Lights - 90.0 93.2 98.6 95.3 - - - - - - - 0.0 76.0 90.0 - Buses 0 0 1 0 1 0 0 0 0 0 0 0 0 1 % Buses - 0.0 1.7 0.0 0.7 - - - - - - - 0.0 0.0 5.0 - Single -Unit Trucks 0 0 2 1 3 0 0 0 0 - 0 0 0 0 1 - % Single -Unit - 0.0 3.4 1.4 2.0 - - - - - - - 0.0 0.0 5.0 - Trucks Articulated Trucks 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 - % Articulated Trucks - 0.0 0.0 0.0 0.0 - - - - - - - 0.0 0.0 0.0 - Bicycles on Road 0 2 1 0 3 0 0 0 0 0 0 1 18 0 % Bicycles on Road - 10.0 1.7 0.0 2.0 - - - - - - - 100.0 24.0 0.0 - Pedestrians 12 29 % Pedestrians 100.0 100.0 Count Name: Church St with Hinman Ave Site Code: Start Date: 10/14/2021 Page No: 3 Hinman Ave Southbound Total U-Turn Left Thru Right Peds Total Int. Total 15 0 1 9 0 5 10 67 23 0 1 22 0 5 23 86 27 0 3 20 0 6 23 93 31 0 3 17 0 4 20 74 96 0 8 68 0 20 76 320 - 0.0 10.5 89.5 0.0 - - - 30.0 0.0 2.5 21.3 0.0 - 23.8 - 0.774 0.000 0.667 0.773 0.000 0.826 0.860 75 0 8 64 0 - 72 288 78.1 - 100.0 94.1 - - 94.7 90.0 1 0 0 0 0 0 2 1.0 - 0.0 0.0 - - 0.0 0.6 1 0 0 0 0 0 4 1.0 - 0.0 0.0 - - 0.0 1.3 0 0 0 0 0 0 0 0.0 - 0.0 0.0 - - 0.0 0.0 19 0 0 4 0 - 4 26 19.8 - 0.0 5.9 - - 5.3 8.1 - 20 - - 100.0 - - T v m cn O N v 0 O n P 1CL Kanig, Lindgren, 07iera, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (4:45 PM) Church St Church St Hinman Ave Eastbound Westbound Northbound Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds 4:45 PM 0 6 31 29 66 0 0 1 0 8 1 0 0 19 11 26 5:00 PM 0 4 36 31 71 0 0 1 0 13 1 0 0 15 4 15 5:15 PM 0 3 32 25 60 0 0 2 0 10 2 0 0 19 12 20 5:30 PM 0 13 36 26 75 0 0 2 0 11 2 0 0 17 9 19 Total 0 26 135 111 272 0 0 6 0 42 6 0 0 70 36 80 Approach % 0.0 9.6 49.6 40.8 - 0.0 0.0 100.0 0.0 - - 0.0 0.0 66.0 34.0 - Total % 0.0 4.8 25.0 20.6 50.5 0.0 0.0 1.1 0.0 - 1.1 0.0 0.0 13.0 6.7 - PHF 0.000 0.500 0.938 0.895 0.907 0.000 0.000 0.750 0.000 0.750 0.000 0.000 0.921 0.750 Lights 0 24 117 107 248 0 0 0 0 - 0 0 0 60 36 - % Lights - 92.3 86.7 96.4 91.2 - - 0.0 - - 0.0 - - 85.7 100.0 - Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Buses - 0.0 0.0 0.0 0.0 - - 0.0 - - 0.0 - - 0.0 0.0 - Single -Unit Trucks 0 0 1 1 2 0 0 0 0 - 0 0 0 1 0 - %Single -Unit - 0.0 0.7 0.9 0.7 - - 0.0 - - 0.0 - - 1.4 0.0 - Trucks Articulated Trucks 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 - %Articulated Trucks - 0.0 0.0 0.0 0.0 - - 0.0 - - 0.0 - - 0.0 0.0 - Bicycles on Road 0 2 17 3 22 0 0 6 0 6 0 0 9 0 % Bicycles on Road - 7.7 12.6 2.7 8.1 - - 100.0 - - 100.0 - - 12.9 0.0 - Pedestrians - - - - - - - - - 42 - - - - - 80 % Pedestrians - - - - - - - - - 100.0 - - - - - 100.0 Count Name: Church St with Hinman Ave Site Code: Start Date: 10/14/2021 Page No: 4 Hinman Ave Southbound Total U-Turn Left Thru Right Peds Tota'I Int. Total 30 0 3 30 0 6 33 130 19 0 7 35 1 12 43 134 31 0 1 45 1 8 47 140 26 0 4 27 1 15 32 135 106 0 15 137 3 41 155 539 - 0.0 9.7 88.4 1.9 - - - 19.7 0.0 2.8 25.4 0.6 - 28.8 - 0.855 0.000 0.536 0.761 0.750 0.824 0.963 96 0 15 107 0 - 122 466 90.6 - 100.0 78.1 0.0 - 78.7 86.5 0 0 0 0 0 0 0 0.0 - 0.0 0.0 0.0 - 0.0 0.0 1 0 0 0 0 0 3 0.9 - 0.0 0.0 0.0 - 0.0 0.6 0 0 0 0 0 0 0 0.0 - 0.0 0.0 0.0 - 0.0 0.0 9 0 0 30 3 33 70 8.5 - 0.0 21.9 100.0 - 21.3 13.0 - 41 - - 100.0 - - v m 0 au O N v 0 O n ICL Kanig, Lindgren, 07iere, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Data Church St Church St Eastbound Westbound Start Time U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total U-Turn 7:00 AM 0 2 10 2 12 0 1 0 0 1 0 7:15AM 0 8 11 6 19 0 2 0 0 2 0 7:30 AM 0 12 19 8 31 0 0 0 0 0 0 7:45 AM 0 3 40 13 43 0 0 0 0 0 0 Hourly Total 0 25 80 29 105 0 3 0 0 3 0 8:00 AM 0 4 34 29 38 0 1 0 0 1 0 8:15 AM 0 6 44 28 50 0 0 0 0 0 0 8:30 AM 0 8 50 26 58 0 0 0 1 0 0 8:45 AM 0 3 9 21 12 0 0 0 3 0 0 Hourly Total 0 21 137 104 158 0 1 0 4 1 0 ..BREAK... - - - - - - - - - - - 4:00 PM 0 0 36 35 36 0 0 0 0 0 0 4:15 PM 0 3 46 17 49 0 0 0 0 0 0 4:30 PM 0 3 56 33 59 0 0 0 1 0 0 4:45 PM 1 3 67 42 71 0 1 0 0 1 0 Hourly Total 1 9 205 127 215 0 1 0 1 1 0 5:00 PM 0 5 65 48 70 0 1 0 1 1 0 5:15 PM 0 4 63 60 67 0 2 0 0 2 0 5:30 PM 0 5 63 35 68 0 0 0 0 0 0 5:45 PM 0 3 64 36 67 0 0 0 0 0 1 Hourly Total 0 17 255 179 272 0 3 0 1 3 1 Grand Total 1 72 677 439 750 0 8 0 6 8 1 Approach % 0.1 9.6 90.3 - - 0.0 100.0 0.0 - - 2.4 Total % 0.1 9.0 84.6 - 93.8 0.0 1.0 0.0 - 1.0 0.1 Lights 1 72 619 - 692 0 0 0 - 0 1 Lights 100.0 100.0 91.4 92.3 - 0.0 - 0.0 100.0 Buses 0 0 3 - 3 0 0 0 - 0 0 Buses 0.0 0.0 0.4 - 0.4 - 0.0 - - 0.0 0.0 Single -Unit Trucks 0 0 12 - 12 0 0 0 - 0 0 Single -Unit Trucks 0.0 0.0 1.8 - 1.6 - 0.0 - - 0.0 0.0 Articulated Trucks 0 0 1 - 1 0 0 0 - 0 0 Articulated Trucks 0.0 0.0 0.1 0.1 - 0.0 - 0.0 0.0 Bicycles on Road 0 0 42 - 42 0 8 0 - 8 0 Bicycles on Road 0.0 0.0 6.2 - 5.6 - 100.0 - - 100.0 0.0 Pedestrians - - - 439 - - 6 - - Pedestrians - - - 100.0 - - - - 100.0 - - Count Name: Church St with Parking Lot Drives Site Code: Start Date: 10/14/2021 Page No: 1 Parking Lot Drives Southbound Left Right Peds App. Total Int. Total 0 0 3 0 13 0 0 6 0 21 3 0 8 3 34 3 0 13 3 46 6 0 30 6 114 1 0 12 1 40 1 0 17 1 51 1 0 11 1 59 0 0 17 0 12 3 0 57 3 162 3 0 23 3 39 3 0 21 3 52 4 0 19 4 63 6 0 21 6 78 16 0 84 16 232 3 0 27 3 74 6 0 17 6 75 4 0 30 4 72 3 0 29 4 71 16 0 103 17 292 41 0 274 42 800 97.6 0.0 - - - 5.1 0.0 - 5.3 - 41 0 42 734 100.0 - 100.0 91.8 0 0 0 3 0.0 - - 0.0 0.4 0 0 0 12 0.0 - - 0.0 1.5 0 0 0 1 0.0 - 0.0 0.1 0 0 0 50 0.0 - - 0.0 6.3 - 274 - - 1000 v m cn O N v 0 O n 1CL Kanig, Lindgren, 07iera, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (8:00 AM) Church St Church St Eastbound Westbound Start Time U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total U-Turn 8:00 AM 0 4 34 29 38 0 1 0 0 1 0 8:15 AM 0 6 44 28 50 0 0 0 0 0 0 8:30 AM 0 8 50 26 58 0 0 0 1 0 0 8:45 AM 0 3 9 21 12 0 0 0 3 0 0 Total 0 21 137 104 158 0 1 0 4 1 0 Approach % 0.0 13.3 86.7 - - 0.0 100.0 0.0 - - 0.0 Total % 0.0 13.0 84.6 - 97.5 0.0 0.6 0.0 - 0.6 0.0 PHF 0.000 0.656 0.685 0.681 0.000 0.250 0.000 0.250 0.000 Lights 0 21 127 - 148 0 0 0 - 0 0 % Lights - 100.0 92.7 - 93.7 - 0.0 - - 0.0 - Buses 0 0 1 1 0 0 0 0 0 % Buses - 0.0 0.7 - 0.6 - 0.0 - - 0.0 - Single -Unit Trucks 0 0 5 - 5 0 0 0 - 0 0 % Single -Unit Trucks - 0.0 3.6 3.2 - 0.0 - 0.0 - Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 % Articulated Trucks - 0.0 0.0 - 0.0 - 0.0 - - 0.0 - Bicycles on Road 0 0 4 - 4 0 1 0 - 1 0 % Bicycles on Road - 0.0 2.9 - 2.5 - 100.0 - - 100.0 - Pedestrians - - - 104 - - - - 4 - - % Pedestrians 100.0 100.0 Count Name: Church St with Parking Lot Drives Site Code: Start Date: 10/14/2021 Page No: 2 Parking Lot Drives Southbound Left Right Peds App. Total Int. Total 1 0 12 1 40 1 0 17 1 51 1 0 11 1 59 0 0 17 0 12 3 0 57 3 162 100.0 0.0 - - - 1.9 0.0 - 1.9 - 0.750 0.000 0.750 0.686 3 0 3 151 100.0 - - 100.0 93.2 0 0 0 1 0.0 - - 0.0 0.6 0 0 0 5 0.0 - 0.0 3.1 0 0 0 0 0.0 - - 0.0 0.0 0 0 0 5 0.0 - - 0.0 3.1 - 57 - - 100.0 0 O n 1CL Kanig, Lindgren, 07iera, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (4:45 PM) Church St Church St Eastbound Westbound Start Time U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total U-Turn 4:45 PM 1 3 67 42 71 0 1 0 0 1 0 5:00 PM 0 5 65 48 70 0 1 0 1 1 0 5:15 PM 0 4 63 60 67 0 2 0 0 2 0 5:30 PM 0 5 63 35 68 0 0 0 0 0 0 Total 1 17 258 185 276 0 4 0 1 4 0 Approach % 0.4 6.2 93.5 - - 0.0 100.0 0.0 - - 0.0 Total % 0.3 5.7 86.3 - 92.3 0.0 1.3 0.0 - 1.3 0.0 PHF 0.250 0.850 0.963 0.972 0.000 0.500 0.000 0.500 0.000 Lights 1 17 233 - 251 0 0 0 - 0 0 % Lights 100.0 100.0 90.3 - 90.9 - 0.0 - - 0.0 - Buses 0 0 0 0 0 0 0 0 0 % Buses 0.0 0.0 0.0 - 0.0 - 0.0 - - 0.0 - Single -Unit Trucks 0 0 3 - 3 0 0 0 - 0 0 % Single -Unit Trucks 0.0 0.0 1.2 1.1 - 0.0 - 0.0 - Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 % Articulated Trucks 0.0 0.0 0.0 - 0.0 - 0.0 - - 0.0 - Bicycles on Road 0 0 22 - 22 0 4 0 - 4 0 % Bicycles on Road 0.0 0.0 8.5 - 8.0 - 100.0 - - 100.0 - Pedestrians - - - 185 - - - - 1 - - % Pedestrians - - - 100.0 - - - - 100.0 - - Count Name: Church St with Parking Lot Drives Site Code: Start Date: 10/14/2021 Page No: 3 Parking Lot Drives Southbound Left Right Peds App. Total Int. Total 6 0 21 6 78 3 0 27 3 74 6 0 17 6 75 4 0 30 4 72 19 0 95 19 299 100.0 0.0 - - - 6.4 0.0 - 6.4 - 0.792 0.000 0.792 0.958 19 0 19 270 100.0 - - 100.0 90.3 0 0 0 0 0.0 - - 0.0 0.0 0 0 0 3 0.0 - 0.0 1.0 0 0 0 0 0.0 - - 0.0 0.0 0 0 0 26 0.0 - - 0.0 8.7 - 95 - - 100.0 0 O n Clark St Eastbound Start Time U-Turn Left Thru Right Peds Total U-Turn Left 7:00 AM 0 0 0 5 5 5 0 2 7:15 AM 0 0 0 7 22 7 0 4 7:30 AM 0 0 0 5 7 5 0 5 7:45 AM 0 0 0 6 15 6 0 3 Hourly Total 0 0 0 23 49 23 0 14 8:00 AM 0 0 0 5 21 5 0 6 8:15 AM 1 0 0 5 22 6 0 4 8:30 AM 0 0 0 10 33 10 0 13 8:45 AM 0 1 0 5 28 6 0 6 Hourly Total 1 1 0 25 104 27 0 29 *" BREAK `.. - - - - - - - - 4:00 PM 0 2 1 14 52 17 0 11 4:15 PM 0 0 0 8 31 8 0 20 4:30 PM 0 0 0 16 32 16 0 18 4:45 PM 0 0 1 14 37 15 0 10 Hourly Total 0 2 2 52 152 56 0 59 5:00 PM 0 1 0 11 43 12 0 5 5:15 PM 0 0 0 19 33 19 0 17 5:30 PM 0 0 0 16 32 16 0 15 5:45 PM 0 0 0 15 45 15 0 10 Hourly Total 0 1 0 61 153 62 0 47 Grand Total 1 4 2 161 458 168 0 149 Approach % 0.6 2.4 1.2 95.8 - - 0.0 32.2 Total % 0.1 0.2 0.1 9.6 - 10.0 0.0 8.9 Lights 0 4 0 153 - 157 0 146 Lights 0.0 100.0 0.0 95.0 93.5 - 98.0 Buses 0 0 0 0 - 0 0 0 Buses 0.0 0.0 0.0 0.0 - 0.0 - 0.0 Single -Unit Trucks 1 0 0 1 - 2 0 1 Single -Unit 100.0 0.0 0.0 0.6 1.2 - 0.7 Trucks Articulated Trucks 0 0 0 2 - 2 0 0 Articulated 0.0 0.0 0.0 1.2 - 1.2 - 0.0 Trucks Bicycles on Road 0 0 2 5 - 7 0 2 lam Kani9, Lindgren. 07iere, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Moverient Data Clark St Westbound Thru Right Peds Aotal U-Turn Left 0 2 4 4 0 0 3 5 6 12 0 0 1 7 5 13 0 0 2 10 13 15 0 0 6 24 28 44 0 0 2 7 0 15 0 0 0 16 0 20 0 0 1 21 0 35 0 0 2 10 0 18 0 0 5 54 0 88 0 0 10 17 46 38 0 0 3 26 52 49 0 0 5 27 52 50 0 0 7 14 50 31 0 0 25 84 200 168 0 0 4 26 92 35 0 0 4 27 86 48 0 0 5 19 64 39 0 0 3 28 69 41 0 0 16 100 311 163 0 0 52 262 539 463 0 0 11.2 56.6 - - 0.0 0.0 3.1 15.6 - 27.6 0.0 0.0 49 249 - 444 0 0 94.2 95.0 - 95.9 - - 0 1 1 0 0 0.0 0.4 - 0.2 - - 1 7 9 0 0 1.9 2.7 - 1.9 - - 0 1 1 0 0 0.0 0.4 - 0.2 - - 2 4 8 0 0 Count Name: Clark St with Sherman Ave Site Code: Start Date: 10/14/2021 Page No: 1 Sherman Ave Northbound Thru Right Peds App. Tota0 U-Turn Left 0 5 0 0 0 0 0 8 0 0 0 0 0 4 0 0 0 0 0 20 0 0 0 0 0 37 0 0 0 0 0 18 0 0 0 0 0 12 0 0 0 0 0 16 0 1 0 0 0 14 0 0 0 0 0 60 0 1 0 0 0 25 0 0 0 0 0 23 0 0 0 0 0 40 0 0 0 3 0 20 3 0 0 3 0 108 3 0 0 1 0 21 1 1 0 1 0 35 1 0 0 0 1 27 1 0 0 1 0 25 1 0 0 3 1 108 4 1 0 6 1 313 7 2 0 85.7 14.3 - - 0.2 0.0 0.4 0.1 - 0.4 0.1 0.0 0 0 0 2 0 0.0 0.0 0.0 100.0 - 0 0 0 0 0 0.0 0.0 - 0.0 0.0 - 0 0 0 0 0 0.0 0.0 0.0 0.0 - 0 0 0 0 0 0.0 0.0 - 0.0 0.0 - 6 1 7 0 0 Sherman Ave Southbound Thru Right Peds Aotel Int. Total 18 3 2 21 30 19 4 2 23 42 31 9 2 40 58 49 11 9 60 81 117 27 15 144 211 50 2 17 52 72 49 8 15 57 83 60 5 12 66 111 48 8 13 56 80 207 23 57 231 346 74 8 25 82 137 51 15 28 66 123 71 7 20 78 144 66 9 31 75 124 262 39 104 301 528 80 11 48 92 140 86 11 32 97 165 78 12 33 90 146 73 11 28 84 141 317 45 141 363 592 903 134 317 1039 1677 86.9 12.9 - - - 53.8 8.0 - 62.0 - 849 125 - 976 1577 94.0 93.3 93.9 94.0 2 0 2 3 0.2 0.0 - 0.2 0.2 14 1 15 26 1.6 0.7 - 1.4 1.6 3 0 3 6 0.3 0.0 - 0.3 0.4 35 8 43 65 sv m rn N 0 N 4 A AM Kenig, ilnd9nan, 07iera, A600na, Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (8:00 AM) Count Name: Clark St with Sherman Ave Site Code: Start Date: 10/14/2021 Page No: 3 Clark St Clark St Sherman Ave Sherman Ave Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App Int. Total Total Total Total Total 8:00 AM 0 0 0 5 21 5 0 6 2 7 0 15 0 0 0 0 18 0 0 0 50 2 17 52 72 8:15 AM 1 0 0 5 22 6 0 4 0 16 0 20 0 0 0 0 12 0 0 0 49 8 15 57 83 8:30 AM 0 0 0 10 33 10 0 13 1 21 0 35 0 0 0 0 16 0 1 0 60 5 12 66 111 8:45 AM 0 1 0 5 28 6 0 6 2 10 0 18 0 0 0 0 14 0 0 0 48 8 13 56 80 Total 1 1 0 25 104 27 0 29 5 54 0 88 0 0 0 0 60 0 1 0 207 23 57 231 346 Approach % 3.7 3.7 0.0 92.6 - - 0.0 33.0 5.7 61.4 - - 0.0 0.0 0.0 0.0 - - 0.4 0.0 89.6 10.0 - - - Total % 0.3 0.3 0.0 7.2 7.8 0.0 8.4 1.4 15.6 25.4 0.0 0.0 0.0 0.0 0.0 0.3 0.0 59.8 6.6 66.8 - PHF 0.250 0.250 0.000 0.625 0.675 0.000 0.558 0.625 0.643 0.629 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.863 0.719 0.875 0.779 Lights 0 1 0 24 - 25 0 29 5 50 - 84 0 0 0 0 - 0 1 0 196 22 - 219 328 Lights 0.0 100.0 - 96.0 92.6 - 100.0 100.0 92.6 95.5 - - - - - 100.0 - 94.7 95.7 94.8 94.8 Buses 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 2 0 2 3 Buses 0.0 0.0 - 0.0 0.0 - 0.0 0.0 1.9 1.1 - - - - - 0.0 - 1.0 0.0 0.9 0.9 Single -Unit Trucks 1 0 0 1 2 0 0 0 3 3 0 0 0 0 0 0 0 7 1 8 13 Single -Unit 100.0 0.0 - 4.0 - 7.4 - 0.0 0.0 5.6 - 3.4 - - - - - - 0.0 - 3.4 4.3 - 3.5 3.8 Trucks Articulated Trucks 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 - 0 0 0 2 0 - 2 2 Articulated 0.0 0.0 - 0.0 - 0.0 - 0.0 0.0 0.0 0.0 - - - - - - 0.0 - 1.0 0.0 - 0.9 0.6 Trucks Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on 0.0 0.0 - 0.0 - 0.0 - 0.0 0.0 0.0 0.0 - - - - - - 0.0 - 0.0 0.0 - 0.0 0.0 Road Pedestrians - - 104 - 60 57 - - Pedestrians 100.0 100.0 100.0 - - 0 O n ICL Kanig, Lindgren. 07iere, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (4:45 PM) Count Name: Clark St with Sherman Ave Site Code: Start Date: 10/14/2021 Page No: 4 Clark St Clark St Sherman Ave Sherman Ave Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. nt. Total Total Total Total Total 4:45 PM 0 0 1 14 37 15 0 10 7 14 50 31 0 0 3 0 20 3 0 0 66 9 31 75 124 5:00 PM 0 1 0 11 43 12 0 5 4 26 92 35 0 0 1 0 21 1 1 0 80 11 48 92 140 5:15 PM 0 0 0 19 33 19 0 17 4 27 86 48 0 0 1 0 35 1 0 0 86 11 32 97 165 5:30 PM 0 0 0 16 32 16 0 15 5 19 64 39 0 0 0 1 27 1 0 0 78 12 33 90 146 Total 0 1 1 60 145 62 0 47 20 86 292 153 0 0 5 1 103 6 1 0 310 43 144 354 575 Approach % 0.0 1.6 1.6 96.8 - - 0.0 30.7 13.1 56.2 - - 0.0 0.0 83.3 16.7 - - 0.3 0.0 87.6 12.1 - - - Total % 0.0 0.2 0.2 10.4 - 10.8 0.0 8.2 3.5 15.0 - 26.6 0.0 0.0 0.9 0.2 - 1.0 0.2 0.0 53.9 7.5 - 61.6 - PHF 0.000 0.250 0.250 0.789 0.816 0.000 0.691 0.714 0.796 0.797 0.000 0.000 0.417 0.250 0.500 0.250 0.000 0.901 0.896 0.912 0.871 Lights 0 1 0 57 - 58 0 45 17 83 - 145 0 0 0 0 - 0 1 0 288 42 - 331 534 % Lights - 100.0 0.0 95.0 - 93.5 - 95.7 85.0 96.5 - 94.8 - - 0.0 0.0 - 0.0 100.0 - 92.9 97.7 - 93.5 92.9 Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Buses - 0.0 0.0 0.0 - 0.0 - 0.0 0.0 0.0 - 0.0 - - 0.0 0.0 - 0.0 0.0 - 0.0 0.0 - 0.0 0.0 Single -Unit Trucks 0 0 0 0 - 0 0 0 1 0 - 1 0 0 0 0 - 0 0 0 1 0 - 1 2 % Single -Unit - 0.0 0.0 0.0 - 0.0 - 0.0 5.0 0.0 - 0.7 - - 0.0 0.0 - 0.0 0.0 - 0.3 0.0 - 0.3 0.3 Trucks Articulated Trucks 0 0 0 2 - 2 0 0 0 1 - 1 0 0 0 0 - 0 0 0 0 0 - 0 3 % Articulated - 0.0 0.0 3.3 - 3.2 - 0.0 0.0 1.2 - 0.7 - - 0.0 0.0 - 0.0 0.0 - 0.0 0.0 - 0.0 0.5 Trucks Bicycles on Road 0 0 1 1 - 2 0 2 2 2 - 6 0 0 5 1 - 6 0 0 21 1 - 22 36 % Bicycles on - 0.0 100.0 1.7 3.2 - 4.3 10.0 2.3 3.9 - - 100.0 100.0 100.0 0.0 - 6.8 2.3 6.2 6.3 Road Pedestrians 145 - 292 - 103 - - 144 - - % Pedestrians 100.0 100.0 100.0 100.0 - - T Iv m rn O N v 0 O n ICL Kanig, Lindgren. 07iere, A600ne, Inc. Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Data Count Name: Orington Ave with Church St Site Code: Start Date: 10/14/2021 Page No: 1 Church St Church St Orington Ave Orington Ave Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Right App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. U-Turn Left Thru Right Peds App. Int. Total Total Total Total Total 7:00 AM 0 5 17 0 22 0 0 0 0 6 0 0 0 7 1 7 8 0 0 0 0 7 0 30 7:15 AM 0 5 41 0 46 0 0 1 0 2 1 0 0 5 1 6 6 0 0 0 0 6 0 53 7:30 AM 0 10 46 1 57 0 0 0 0 3 0 0 0 11 3 9 14 0 0 0 0 5 0 71 7:45 AM 0 11 68 0 79 0 0 0 0 7 0 0 0 13 12 10 25 0 0 0 0 12 0 104 Hourly Total 0 31 172 1 204 0 0 1 0 18 1 0 0 36 17 32 53 0 0 0 0 30 0 258 8:00 AM 0 11 76 0 87 0 0 0 0 13 0 0 0 14 8 17 22 0 0 0 0 11 0 109 8:15 AM 0 14 89 0 103 0 0 0 0 6 0 0 0 16 12 22 28 0 0 0 0 11 0 131 8:30 AM 0 20 96 0 116 0 0 0 0 9 0 0 0 33 13 27 46 0 0 0 0 9 0 162 8:45 AM 0 19 79 0 98 0 0 0 0 14 0 0 0 12 17 34 29 0 0 0 0 10 0 127 Hourly Total 0 64 340 0 404 0 0 0 0 42 0 0 0 75 50 100 125 0 0 0 0 41 0 529 ..BREAK... - - - - - - - - - - - - - - - - - - - - - - - - 4:00 PM 0 25 85 0 110 0 0 0 0 16 0 0 0 15 21 54 36 0 0 0 0 38 0 146 4:15 PM 0 17 93 0 110 0 0 0 0 12 0 0 0 41 22 44 63 0 0 0 0 41 0 173 4:30 PM 0 18 86 0 104 0 0 0 0 18 0 0 0 38 23 42 61 0 0 0 0 35 0 165 4:45 PM 0 21 109 0 130 0 0 0 0 28 0 0 0 28 27 57 55 0 0 0 0 46 0 185 Hourly Total 0 81 373 0 454 0 0 0 0 74 0 0 0 122 93 197 215 0 0 0 0 160 0 669 5:00 PM 0 20 87 0 107 0 0 0 0 31 0 0 0 30 27 56 57 0 0 0 0 57 0 164 5:15 PM 0 23 97 0 120 0 0 0 0 20 0 0 0 42 16 62 58 0 0 0 0 42 0 178 5:30 PM 0 11 89 0 100 0 0 0 0 25 0 0 0 30 29 64 59 0 0 0 0 41 0 159 5:45 PM 0 20 101 1 122 0 0 0 0 17 0 0 0 26 14 46 40 0 0 0 0 45 0 162 Hourly Total 0 74 374 1 449 0 0 0 0 93 0 0 0 128 86 228 214 0 0 0 0 185 0 663 Grand Total 0 250 1259 2 1511 0 0 1 0 227 1 0 0 361 246 557 607 0 0 0 0 416 0 2119 Approach % 0.0 16.5 83.3 0.1 - 0.0 0.0 100.0 0.0 - - 0.0 0.0 59.5 40.5 - - 0.0 0.0 0.0 0.0 - - - Total % 0.0 11.8 59.4 0.1 71.3 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 17.0 11.6 - 28.6 0.0 0.0 0.0 0.0 - 0.0 - Lights 0 239 1119 0 1358 0 0 0 0 - 0 0 0 352 225 - 577 0 0 0 0 - 0 1935 % Lights - 95.6 88.9 0.0 89.9 - - 0.0 - 0.0 - - 97.5 91.5 95.1 - - - - - 91.3 Buses 0 1 33 0 34 0 0 0 0 - 0 0 0 1 2 - 3 0 0 0 0 - 0 37 % Buses - 0.4 2.6 0.0 2.3 - - 0.0 - - 0.0 - - 0.3 0.8 - 0.5 - - - - - - 1.7 Single -Unit Trucks 0 5 8 1 14 0 0 0 0 0 0 0 3 4 7 0 0 0 0 0 21 % Single -Unit - 2.0 0.6 50.0 0.9 - - 0.0 - 0.0 - - 0.8 1.6 1.2 - - - - - 1.0 Trucks Articulated Trucks 0 0 4 0 4 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 4 % Articulated Trucks - 0.0 0.3 0.0 0.3 - - 0.0 - 0.0 - - 0.0 0.0 0.0 - - - - - 0.2 Bicycles on Road 0 5 95 1 101 0 0 1 0 - 1 0 0 5 15 - 20 0 0 0 0 - 0 122 % Bicycles on Road - 2.0 7.5 50.0 6.7 - - 100.0 - - 100.0 - - 1.4 6.1 - 3.3 - - - - - - 5.8 Pedestrians - - - - - - - - - 227 - - - - - 557 - - - - - 416 - - !v m CA 0 to 4 A 0 O n AM Kenig, ilnd9nan, 07iera, A600na, Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (8:00 AM) Church St Church St Orington Ave Eastbound Westbound Northbound Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds 8:00 AM 0 11 76 0 87 0 0 0 0 13 0 0 0 14 8 17 8:15 AM 0 14 89 0 103 0 0 0 0 6 0 0 0 16 12 22 8:30 AM 0 20 96 0 116 0 0 0 0 9 0 0 0 33 13 27 8:45 AM 0 19 79 0 98 0 0 0 0 14 0 0 0 12 17 34 Total 0 64 340 0 404 0 0 0 0 42 0 0 0 75 50 100 Approach % 0.0 15.8 84.2 0.0 - 0.0 0.0 0.0 0.0 - - 0.0 0.0 60.0 40.0 - Total % 0.0 12.1 64.3 0.0 76.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.2 9.5 PHF 0.000 0.800 0.885 0.000 0.871 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.568 0.735 Lights 0 62 293 0 355 0 0 0 0 - 0 0 0 72 43 - Lights - 96.9 86.2 - 87.9 - - - - - - - 96.0 86.0 Buses 0 1 7 0 8 0 0 0 0 0 0 0 1 1 Buses - 1.6 2.1 - 2.0 - - - - - - - - 1.3 2.0 - Single -Unit Trucks 0 0 4 0 4 0 0 0 0 0 0 0 1 0 Single -Unit - 0.0 1.2 - 1.0 - - - - - - - - 1.3 0.0 - Trucks Articulated Trucks 0 0 3 0 3 0 0 0 0 - 0 0 0 0 0 - Articulated Trucks - 0.0 0.9 - 0.7 - - - - - - - 0.0 0.0 Bicycles on Road 0 1 33 0 34 0 0 0 0 0 0 0 1 6 Bicycles on Road - 1.6 9.7 - 8.4 - - - - - - - - 1.3 12.0 - Pedestrians 42 100 Pedestrians 100.0 100.0 Count Name: Orington Ave with Church St Site Code: Start Date: 10/14/2021 Page No: 3 Orington Ave Southbound Total U-Turn Left Thru Right Peds Total Int. Total 22 0 0 0 0 11 0 109 28 0 0 0 0 11 0 131 46 0 0 0 0 9 0 162 29 0 0 0 0 10 0 127 125 0 0 0 0 41 0 529 - 0.0 0.0 0.0 0.0 - - - 23.6 0.0 0.0 0.0 0.0 0.0 - 0.679 0.000 0.000 0.000 0.000 0.000 0.816 115 0 0 0 0 0 470 92.0 - - - - - 88.8 2 0 0 0 0 0 10 1.6 - - - - - 1.9 1 0 0 0 0 0 5 0.8 - - - - - - 0.9 0 0 0 0 0 0 3 0.0 - - - - - 0.6 7 0 0 0 0 0 41 5.6 - - - - - 7.8 - 41 100.0 !v m rn or) 0 IV v A 0 O n AM Kenig, ilnd9nan, 07iera, A600na, Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (4:45 PM) Church St Church St Orington Ave Eastbound Westbound Northbound Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds 4:45 PM 0 21 109 0 130 0 0 0 0 28 0 0 0 28 27 57 5:00 PM 0 20 87 0 107 0 0 0 0 31 0 0 0 30 27 56 5:15 PM 0 23 97 0 120 0 0 0 0 20 0 0 0 42 16 62 5:30 PM 0 11 89 0 100 0 0 0 0 25 0 0 0 30 29 64 Total 0 75 382 0 457 0 0 0 0 104 0 0 0 130 99 239 Approach % 0.0 16.4 83.6 0.0 - 0.0 0.0 0.0 0.0 - - 0.0 0.0 56.8 43.2 - Total % 0.0 10.9 55.7 0.0 66.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19.0 14.4 PHF 0.000 0.815 0.876 0.000 0.879 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.774 0.853 Lights 0 74 344 0 418 0 0 0 0 - 0 0 0 127 91 - Lights - 98.7 90.1 - 91.5 - - - - - - - 97.7 91.9 Buses 0 0 5 0 5 0 0 0 0 0 0 0 0 0 Buses - 0.0 1.3 - 1.1 - - - - - - - 0.0 0.0 Single -Unit Trucks 0 0 2 0 2 0 0 0 0 0 0 0 2 2 Single -Unit - 0.0 0.5 - 0.4 - - - - - - - - 1.5 2.0 - Trucks Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Articulated Trucks - 0.0 0.0 - 0.0 - - - - - - - 0.0 0.0 Bicycles on Road 0 1 31 0 32 0 0 0 0 0 0 0 1 6 Bicycles on Road - 1.3 8.1 - 7.0 - - - - - - - - 0.8 6.1 - Pedestrians 104 239 Pedestrians 100.0 100.0 Count Name: Orington Ave with Church St Site Code: Start Date: 10/14/2021 Page No: 4 Orington Ave Southbound Total U-Turn Left Thru Right Peds Total Int. Total 55 0 0 0 0 46 0 185 57 0 0 0 0 57 0 164 58 0 0 0 0 42 0 178 59 0 0 0 0 41 0 159 229 0 0 0 0 186 0 686 - 0.0 0.0 0.0 0.0 - - - 33.4 0.0 0.0 0.0 0.0 0.0 - 0.970 0.000 0.000 0.000 0.000 0.000 0.927 218 0 0 0 0 0 636 95.2 - - - - - 92.7 0 0 0 0 0 0 5 0.0 - - - - - 0.7 4 0 0 0 0 0 6 1.7 - - - - - - 0.9 0 0 0 0 0 0 0 0.0 - - - - - 0.0 7 0 0 0 0 0 39 3.1 - - - - - 5.7 - 186 100.0 0 O n Start Time U-Turn Thru 7:00 AM 0 8 7:15 AM 0 23 7:30 AM 0 29 7:45 AM 1 38 Hourly Total 1 98 8:00 AM 0 33 8:15AM 0 46 8:30 AM 0 56 8:45 AM 0 42 Hourly Total 0 177 BREAK *** - - 4:00 PM 0 46 4:15 PM 0 37 4:30 PM 0 42 4:45 PM 0 47 Hourly Total 0 172 5:00 PM 0 33 5:15 PM 0 37 5:30 PM 0 49 5:45 PM 0 46 Hourly Total 0 165 Grand Total 1 612 Approach % 0.2 99.8 Total % 0.1 30.6 Lights 1 576 Lights 100.0 94.1 Buses 0 4 Buses 0.0 0.7 Single -Unit Trucks 0 16 Single -Unit Trucks 0.0 2.6 Articulated Trucks 0 6 Articulated Trucks 0.0 1.0 Bicycles on Road 0 10 Bicycles on Road 0.0 1.6 Pedestrians - - Pedestrians - - law4*1 , Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Data Elgin Rd Elgin Rd Eastbound Westbound Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn 0 1 8 0 0 36 2 36 0 0 1 23 0 0 41 1 41 0 0 0 29 0 0 61 4 61 0 0 5 39 0 0 80 3 80 0 0 7 99 0 0 218 10 218 0 0 5 33 0 1 61 15 62 0 0 6 46 0 0 76 8 76 0 0 15 56 0 0 80 2 80 0 0 12 42 0 0 77 14 77 0 0 38 177 0 1 294 39 295 0 0 15 46 0 0 80 14 80 0 0 22 37 0 0 74 12 74 0 0 26 42 0 0 94 4 94 0 0 21 47 0 2 84 19 86 0 0 84 172 0 2 332 49 334 0 0 35 33 0 0 107 21 107 0 0 19 37 0 0 98 26 98 0 0 23 49 0 1 106 16 107 0 0 33 46 0 0 87 13 87 0 0 110 165 0 1 398 76 399 0 0 239 613 0 4 1242 174 1246 0 0.0 - - 0.0 0.3 99.7 - - 0.0 0.0 30.7 0.0 0.2 62.1 62.3 0.0 0 577 0 2 1193 1195 0 - 94.1 - 50.0 96.1 95.9 - 0 4 0 0 2 2 0 - 0.7 - 0.0 0.2 0.2 - 0 16 0 0 19 19 0 - - 2.6 - 0.0 1.5 - 1.5 - 0 6 0 0 5 5 0 - 1.0 - 0.0 0.4 0.4 - 0 - 10 0 2 23 - 25 0 - - 1.6 - 50.0 1.9 - 2.0 - - 239 - - - - 174 - - - 100.0 - - - - 100.0 - - Count Name: Orington Ave with Elgin Rd Site Code: Start Date: 10/14/2021 Page No: 1 Orington Ave Northbound Left Right Peds App. Total Int. Total 1 3 0 4 48 0 3 1 3 67 1 7 4 8 98 0 6 3 6 125 2 19 8 21 338 0 5 2 5 100 0 12 2 12 134 0 14 0 14 150 1 13 4 14 133 1 44 8 45 517 0 6 14 6 132 0 7 28 7 118 0 7 11 7 143 0 14 12 14 147 0 34 65 34 540 1 6 18 7 147 0 14 21 14 149 0 13 7 13 169 1 6 9 7 140 2 39 55 41 605 5 136 136 141 2000 3.5 96.5 - - 0.3 6.8 7.1 - 5 122 127 1899 100.0 89.7 90.1 95.0 0 0 0 6 0.0 0.0 0.0 0.3 0 1 1 36 0.0 0.7 0.7 1.8 0 0 0 11 0.0 0.0 0.0 0.6 0 13 13 48 0.0 9.6 - 9.2 2.4 - - 136 - - 100.0 0 O n AM Kenig, ilnd9nan, 07iera, A600na, Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (8:00 AM) Count Name: Orington Ave with Elgin Rd Site Code: Start Date: 10/14/2021 Page No: 2 Elgin Rd Elgin Rd Orington Ave Eastbound Westbound Northbound Start Time U-Turn Thru Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Left Right Peds App. Total Int. Total 8:00 AM 0 33 0 5 33 0 1 61 15 62 0 0 5 2 5 100 8:15 AM 0 46 0 6 46 0 0 76 8 76 0 0 12 2 12 134 8:30 AM 0 56 0 15 56 0 0 80 2 80 0 0 14 0 14 150 8:45 AM 0 42 0 12 42 0 0 77 14 77 0 1 13 4 14 133 Total 0 177 0 38 177 0 1 294 39 295 0 1 44 8 45 517 Approach % 0.0 100.0 0.0 - - 0.0 0.3 99.7 - - 0.0 2.2 97.8 - - - Total % 0.0 34.2 0.0 34.2 0.0 0.2 56.9 57.1 0.0 0.2 8.5 8.7 - PHF 0.000 0.790 0.000 0.790 0.000 0.250 0.919 0.922 0.000 0.250 0.786 0.804 0.862 Lights 0 169 0 - 169 0 1 276 - 277 0 1 38 - 39 485 Lights - 95.5 - 95.5 - 100.0 93.9 93.9 - 100.0 86.4 86.7 93.8 Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses - 0.0 - 0.0 - 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 Single -Unit Trucks 0 5 0 5 0 0 12 12 0 0 1 1 18 Single -Unit Trucks - 2.8 - 2.8 - 0.0 4.1 4.1 - 0.0 2.3 2.2 3.5 Articulated Trucks 0 1 0 - 1 0 0 2 - 2 0 0 0 - 0 3 Articulated Trucks - 0.6 - 0.6 - 0.0 0.7 0.7 - 0.0 0.0 0.0 0.6 Bicycles on Road 0 2 0 2 0 0 4 4 0 0 5 5 11 Bicycles on Road - 1.1 - - 1.1 - 0.0 1.4 - 1.4 - 0.0 11.4 - 11.1 2.1 Pedestrians - 38 - - - 39 - - - 8 - - Pedestrians 100.0 100.0 100.0 v m rn 0 to 4 A 0 O n AM Kenig, ilnd9nan, 07iera, A600na, Ins Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 epurguette@kloainc.com Turning Movement Peak Hour Data (4:45 PM) Count Name: Orington Ave with Elgin Rd Site Code: Start Date: 10/14/2021 Page No: 3 Elgin Rd Elgin Rd Orington Ave Eastbound Westbound Northbound Start Time U-Turn Thru Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Left Right Peds App. Total Int. Total 4:45 PM 0 47 0 21 47 0 2 84 19 86 0 0 14 12 14 147 5:00 PM 0 33 0 35 33 0 0 107 21 107 0 1 6 18 7 147 5:15 PM 0 37 0 19 37 0 0 98 26 98 0 0 14 21 14 149 5:30 PM 0 49 0 23 49 0 1 106 16 107 0 0 13 7 13 169 Total 0 166 0 98 166 0 3 395 82 398 0 1 47 58 48 612 Approach % 0.0 100.0 0.0 - - 0.0 0.8 99.2 - - 0.0 2.1 97.9 - - - Total % 0.0 27.1 0.0 27.1 0.0 0.5 64.5 65.0 0.0 0.2 7.7 7.8 - PHF 0.000 0.847 0.000 0.847 0.000 0.375 0.923 0.930 0.000 0.250 0.839 0.857 0.905 Lights 0 157 0 - 157 0 1 387 - 388 0 1 44 - 45 590 Lights - 94.6 - 94.6 - 33.3 98.0 97.5 - 100.0 93.6 93.8 96.4 Buses 0 0 0 0 0 0 1 1 0 0 0 0 1 Buses - 0.0 - - 0.0 - 0.0 0.3 - 0.3 - 0.0 0.0 - 0.0 0.2 Single -Unit Trucks 0 1 0 1 0 0 2 2 0 0 0 0 3 Single -Unit Trucks - 0.6 - 0.6 - 0.0 0.5 0.5 - 0.0 0.0 0.0 0.5 Articulated Trucks 0 2 0 - 2 0 0 0 - 0 0 0 0 - 0 2 Articulated Trucks - 1.2 - 1.2 - 0.0 0.0 0.0 - 0.0 0.0 0.0 0.3 Bicycles on Road 0 6 0 6 0 2 5 7 0 0 3 3 16 Bicycles on Road - 3.6 - - 3.6 - 66.7 1.3 - 1.8 - 0.0 6.4 - 6.3 2.6 Pedestrians - 98 - - - 82 - - - 58 - - Pedestrians 100.0 100.0 100.0 3 z z 3 z z 'N° o .-1 o O o 0 o O o 0 0 .i ry ti O o O o O o O o v1 o N V N o 0 0 0 0 0 o v1 o Ifl .+ O n O O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 O o 0 o O o 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 0 0 0 0 0 O � O N O o 0 0 0 0 0 o N o N O N O o 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 .i Oo e9 N O o 0 0 0 0 0 0 0 0 0 0 � O O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0 .+ O O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 oo v1 0 O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 O J CI _ W f d J N � N f y T f y T o a m a o a y a m o a o m v a g a s m a a s N o 0 o N v OO c 00 06 v v Page 170 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Preliminary Site Plan Page171 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa i CLARK STREET 11 1 f z L .-. I L °noxxs spas • 4 J 1'4 S"E IT - li '.'LINE - Excx oveRxsno •� .k—• ' r BECK'SexEx x +., _ — ■ ■ r' El o ■ l � BOH OFFICE 5575F RESIDENTIAL r w � �. Ll ',4' W -_� T E ET a PUBLICALLEY N-LINE HILTON ORRINGTON ,`7 F EVAN ] N +` E L5 i h �W �v a Q o� zo - r Q Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa ITE Trip Generation Worksheets Page173 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Research and Development Center (760) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 22 Avg. 1000 Sq. Ft. GFA: 179 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates 11.08 3.48 - 24.95 Data Plot and Equation 10000 8000 m 6000 a LU w w a 4000 2000 X X .. 0 0 200 X Study Site Fitted Curve Equation: T = 9.70(X) + 247.71 400 X = 1000 Sq. Ft. GFA Fitted Curve 600 Standard Deviation 4.45 X - - - - - Average Rate RI= 0.89 800 itw7 Page 174 of 274 General Urban/Suburban and Rural (Land Uses 400-799) 855 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Research and Development Center (760) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 39 Avg. 1000 Sq. Ft. GFA: 173 Directional Distribution: 82% entering, 18% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 1.03 0.17 - 3.73 0.65 Data Plot and Equation 1000 KI 0 800 , m 600 a w a i F- 400 200 0 0 200 400 600 X = 1000 Sq. Ft. GFA X Study Site Fitted Curve Fitted Curve Equation: T = 0.89(X) + 24.54 -------------------- C 800 1000 - - - - - Average Rate RI= 0.70 856 Trip Generation Manual 11th Edition • Volume 4 its Page175 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Research and Development Center (760) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 39 Avg. 1000 Sq. Ft. GFA: 173 Directional Distribution: 16% entering, 84% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 0.98 0.13-4.13 0.64 Data Plot and Equation 1000 0 800 X m 600 a w a 400 200 0 0 200 X Study Site Fitted Curve Equation: T = 0.84(X) + 25.08 400 600 X = 1000 Sq. Ft. GFA Fitted Curve 800 - - - - - Average Rate RI= 0.70 1000 itw.= Page 176 of 274 General Urban/Suburban and Rural (Land Uses 400-799) 857 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa CMAP 2050 Proiections Letter Page177 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa L, Chicago Metropolitan Agency far Planning Elise Purguette Traffic Engineer Kenig, Lindgren, O'Hara and Aboona, Inc. 9575 West Higgins Road Suite 400 Rosemont, IL 60018 433 West Van Buren Street Suite 4S0 Chi[ap. IL 60f507 October 29, 2021 Subject: Chicago Avenue - Church Street - Sherman Avenue IDOT Dear Ms. Purguette: 31 2-Asa-aaaa cmap.i Ilioois,Rnv In response to a request made on your behalf and dated October 29, 2021, we have developed year 2050 average daily traffic (ADT) projections for the subject location. ROAD SEGMENT Sherman Ave Church St Chicago Ave north of Church St Chicago Ave south of Church St Current ADT Year 2050 ADT 3,300 3,700 7,950 8,900 7,200 7,700 11,600 12,400 Traffic projections are developed using existing ADT data provided in the request letter and the results from the June 2021 CMAP Travel Demand Analysis. The regional travel model uses CMAP 2050 socioeconomic projections and assumes the implementation of the ON TO 2050 Comprehensive Regional Plan for the Northeastern Illinois area. The provision of this data in support of your request does not constitute a CMAP endorsement of the proposed development or any subsequent developments. If you have any questions, please call me at (312) 386-8806. Sincerely, .�— P,� Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis cc: Rios (IDOT) \2021 CY TrafficForecast\Evanston\ck-136-21\ck-136-21.docx Page178 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Level of Service Criteria Page179 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa 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. A B C D E F Source: Highway Capacity Manual, 2010. 0-10 >10-15 >15-25 >25-35 >35-50 > 50 Page 180 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Capacity Analysis Summary Sheets Year 2021 Weekday Morning Peak Hour Conditions Page181 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r t r Traffic Volume (vph) 0 0 25 51 9 95 0 0 0 0 208 23 Future Volume (vph) 0 0 25 51 9 95 0 0 0 0 208 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 45 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.92 0.87 0.69 Frt 0.865 0.863 0.850 At Protected 0.950 Satd. Flow (prot) 0 0 1375 1745 1163 0 0 0 0 0 1749 1351 At Permitted 0.950 Satd. Flow (perm) 0 0 1375 1604 1163 0 0 0 0 0 1749 937 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 469 65 122 85 Link Speed (mph) 30 30 30 30 Link Distance (ft) 472 501 349 309 Travel Time (s) 10.7 11.4 7.9 7.0 Confl. Peds. (#/hr) 57 60 60 57 104 104 Confl. Bikes (#/hr) Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 4% 0% 0% 7% 0% 0% 0% 0% 5% 4% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 32 65 134 0 0 0 0 0 267 29 Turn Type Prot pm+pt NA NA Perm Protected Phases 9 1 4! 6 4! Permitted Phases 6 4 Detector Phase 9 14 6 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 25.0 25.0 25.0 Total Split (s) 30.0 25.0 35.0 35.0 Total Split (%) 33.3% 27.8% 38.9% 38.9% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 25.0 55.0 20.0 30.0 30.0 Actuated g/C Ratio 0.28 0.61 0.22 0.33 0.33 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page182 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street 11/01/2021 Lane Group 01 Lan4onfigurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 9.0 Total Split (s) 25.0 Total Split (%) 28% Yellow Time (s) 4.0 All -Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page183 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.04 0.06 0.38 0.46 0.08 Control Delay 0.1 2.1 10.5 26.8 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.1 2.1 10.5 26.8 0.4 LOS A A B C A Approach Delay 0.1 7.8 24.2 Approach LOS A A C Queue Length 50th (ft) 0 0 5 118 0 Queue Length 95th (ft) 0 11 36 159 0 Internal Link Dist (ft) 392 421 269 229 Turn Bay Length (ft) 45 Base Capacity (vph) 720 1091 353 583 369 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.06 0.38 0.46 0.08 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.46 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. Splits and Phases: 1: Sherman Avenue & Clark Street 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page184 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street Lane Group 01 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2021 Weekday AM Peak Hour 11/01/2021 Synchro 11 Report Page 185 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street --1.4---I } t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r Traffic Volume (vph) 107 404 0 0 0 0 0 118 58 0 0 0 Future Volume (vph) 107 404 0 0 0 0 0 118 58 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 40 0 0 0 0 70 0 0 Storage Lanes 1 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.95 Frt 0.850 At Protected 0.950 Satd. Flow (prot) 1711 3188 0 0 0 0 0 3219 1531 0 0 0 At Permitted 0.950 Satd. Flow (perm) 1673 3188 0 0 0 0 0 3219 1449 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 130 71 Link Speed (mph) 30 30 30 30 Link Distance (ft) 431 556 604 449 Travel Time (s) 9.8 12.6 13.7 10.2 Confl. Peds. (#/hr) 41 100 100 41 33 42 42 33 Confl. Bikes (#/hr) 34 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 4% 0% 0% 0% 0% 0% 3% 2% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 130 493 0 0 0 0 0 144 71 0 0 0 Turn Type Perm NA NA Perm Protected Phases 4 2 Permitted Phases 4 2 Detector Phase 4 4 2 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 44.0 44.0 26.0 26.0 Total Split (s) 44.0 44.0 26.0 26.0 Total Split (%) 62.9% 62.9% 37.1 % 37.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 39.0 39.0 21.0 21.0 Actuated g/C Ratio 0.56 0.56 0.30 0.30 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page186 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street � � } I t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.13 0.28 0.15 0.15 Control Delay 1.9 8.6 18.5 6.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.9 8.6 18.5 6.1 LOS A A B A Approach Delay 7.2 14.4 Approach LOS A B Queue Length 50th (ft) 0 53 23 0 Queue Length 95th (ft) 16 70 40 21 Internal Link Dist (ft) 351 476 524 369 Turn Bay Length (ft) 40 70 Base Capacity (vph) 989 1776 965 484 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.13 0.28 0.15 0.15 Intersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 70 Control Type: Pretimed Maximum v/c Ratio: 0.28 Intersection Signal Delay: 9.1 Intersection LOS: A Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Orrington Avenue & Church Street tc2 [R) 1 —1"04 21-295 Life Science Building Year 2021 Weekday AM Peak Hour Synchro 11 Report Page 187 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M t r Traffic Volume (vph) 56 264 142 0 0 0 0 361 33 10 176 0 Future Volume (vph) 56 264 142 0 0 0 0 361 33 10 176 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 50 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 1.00 Frt 0.954 0.850 At Protected 0.994 0.997 Satd. Flow (prot) 0 2888 0 0 0 0 0 1621 1516 0 1544 0 At Permitted 0.994 0.979 Satd. Flow (perm) 0 2847 0 0 0 0 0 1621 1516 0 1516 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 50 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 228 291 542 Travel Time (s) 12.6 5.2 6.6 12.3 Confl. Peds. (#/hr) 63 67 67 63 147 7 7 147 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 7% 4% 3% 0% 0% 0% 0% 2% 3% 20% 6% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 502 0 0 0 0 0 392 36 0 202 0 Turn Type Perm NA NA custom Perm NA Protected Phases 10 26 6 26 Permitted Phases 10 26 Detector Phase 10 10 26 6 26 26 Switch Phase Minimum Initial (s) 30.0 30.0 24.0 Minimum Split (s) 36.0 36.0 30.0 Total Split (s) 36.0 36.0 30.0 Total Split (%) 32.7% 32.7% 27.3% Yellow Time (s) 4.5 4.5 4.5 All -Red Time (s) 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max None Act Effct Green (s) 30.0 72.0 24.0 72.0 Actuated g/C Ratio 0.27 0.65 0.22 0.65 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page188 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street 11/01/2021 Lane Group 02 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 42.0 Minimum Split (s) 44.0 Total Split (s) 44.0 Total Split (%) 40% Yellow Time (s) 2.0 All -Red Time (s) 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode C-Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page189 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.61 0.37 0.10 0.20 Control Delay 34.0 9.9 6.7 8.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 34.0 9.9 6.7 8.2 LOS C A A A Approach Delay 34.0 9.6 8.2 Approach LOS C A A Queue Length 50th (ft) 142 115 0 52 Queue Length 95th (ft) 200 170 19 84 Internal Link Dist (ft) 476 148 211 462 Turn Bay Length (ft) 50 Base Capacity (vph) 822 1061 369 992 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.61 0.37 0.10 0.20 Intersection Summa Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBSB, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 20.2 Intersection LOS: C Intersection Capacity Utilization 93.3% ICU Level of Service F Analysis Period (min) 15 (Splits and Phases: 3: Chicago Avenue & Church Street A06 21-295 Life Science Building Year 2021 Weekday AM Peak Hour —114310 Synchro 11 Report Page 190 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street Lane Group 02 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2021 Weekday AM Peak Hour 11/01/2021 Synchro 11 Report Page 191 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 4: Orrington Avenue & Clark Street & Elgin Road 11/01/2021 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBR SEL SER Lane Configurations r r Traffic Vol, veh/h 0 0 0 0 0 290 0 71 175 0 Future Vol, veh/h 0 0 0 0 0 290 0 71 175 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 0 0 0 0 5 0 7 3 0 Mvmt Flow 0 0 0 0 0 337 0 83 203 0 Number of Lanes 0 0 0 0 0 1 0 1 1 0 Approach WB SE Opposing Approach Opposing Lanes 0 0 Conflicting Approach Left NB WB Conflicting Lanes Left 2 1 Conflicting Approach Right SE NB Conflicting Lanes Right 1 2 HCM Control Delay 11.1 10.7 HCM LOS B B Lane NBLn1 NBLn2 WBLn1 SELn1 Vol Left, % 100% 0% 0% 100% Vol Thru, % 0% 0% 0% 0% Vol Right, % 0% 100% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 155 71 290 175 LT Vol 155 0 0 175 Through Vol 0 0 0 0 RT Vol 0 71 290 0 Lane Flow Rate 180 83 337 203 Geometry Grp 7 7 2 2 Degree of Util (X) 0.309 0.115 0.427 0.305 Departure Headway (Hd) 6.175 5.013 4.563 5.389 Convergence,Y/N Yes Yes Yes Yes Cap 586 718 779 669 Service Time 3.881 2.718 2.643 3.395 HCM Lane V/C Ratio 0.307 0.116 0.433 0.303 HCM Control Delay 11.6 8.4 11.1 10.7 HCM Lane LOS B A B B HCM 95th-tile Q 1.3 0.4 2.2 1.3 21-295 Life Science Building Year 2021 Weekday AM Peak Hour Synchro 11 Report Page 192 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 5: Hinman Avenue & Church Street 11/01/2021 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r Traffic Vol, veh/h 18 202 69 0 0 0 0 57 20 8 64 0 Future Vol, veh/h 18 202 69 0 0 0 0 57 20 8 64 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 5 1 0 0 0 0 0 10 0 0 0 Mvmt Flow 21 235 80 0 0 0 0 66 23 9 74 0 Number of Lanes 0 1 1 0 0 0 0 1 0 0 1 0 Approach EB NB SIB Opposing Approach SIB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 9.7 8.3 8.5 HCM LOS A A A Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 8% 0% 11 % Vol Thru, % 74% 92% 0% 89% Vol Right, % 26% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 77 220 69 72 LT Vol 0 18 0 8 Through Vol 57 202 0 64 RT Vol 20 0 69 0 Lane Flow Rate 90 256 80 84 Geometry Grp 2 7 7 2 Degree of Util (X) 0.115 0.352 0.096 0.112 Departure Headway (Hd) 4.639 4.955 4.297 4.822 Convergence,Y/N Yes Yes Yes Yes Cap 774 727 834 744 Service Time 2.664 2.678 2.02 2.846 HCM Lane V/C Ratio 0.116 0.352 0.096 0.113 HCM Control Delay 8.3 10.4 7.5 8.5 HCM Lane LOS A B A A HCM 95th-tile Q 0.4 1.6 0.3 0.4 21-295 Life Science Building Year 2021 Weekday AM Peak Hour Synchro 11 Report Page 193 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 6: Orrington Avenue & Alley Intersection Int Delay, s/veh 0.3 11/01/2021 Movement EBL EBR NBL NBT SBT SBR Lane Configurations *'+ Traffic Vol, veh/h 5 0 4 221 0 0 Future Vol, veh/h 5 0 4 221 0 0 Conflicting Peds, #/hr 0 0 33 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - Veh in Median Storage, # 0 1080872384 Grade, % 0 - 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 40 0 0 3 0 0 Mvmt Flow 6 0 5 257 0 0 Major/Minor Minor2 Major1 Conflicting Flow All 172 - 33 0 Stage 1 33 - Stage 2 139 Critical Hdwy 7.6 4.1 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 6.6 - Follow-up Hdwy 3.9 2.2 Pot Cap-1 Maneuver 704 0 1592 Stage 1 - 0 - Stage 2 771 0 - Platoon blocked, % Mov Cap-1 Maneuver 667 - 1552 Mov Cap-2 Maneuver 667 Stage 1 - - Stage 2 752 Approach EB NB HCM Control Delay, s 10.4 0.1 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 Capacity (veh/h) 1552 667 HCM Lane V/C Ratio 0.003 0.009 HCM Control Delay (s) 7.3 0 10.4 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page194 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 7: Church Street & 525 Church Street Garage Access 11/01/2021 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *'+ Traffic Vol, veh/h 21 286 0 0 3 0 Future Vol, veh/h 21 286 0 0 3 0 Conflicting Peds, #/hr 57 0 0 57 4 1 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 1080852480 0 Grade, % 0 0 0 Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 4 0 0 0 0 Mvmt Flow 30 414 0 0 4 0 Major/Minor Major1 Minor2 Conflicting Flow All 57 0 328 - Stage 1 - - 57 Stage 2 - 271 Critical Hdwy 4.1 6.8 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 Pot Cap-1 Maneuver 1560 647 0 Stage 1 - - 0 Stage 2 - 756 0 Platoon blocked, % Mov Cap-1 Maneuver 1492 576 - Mov Cap-2 Maneuver - 576 Stage 1 - Stage 2 723 Approach EB SB HCM Control Delay, s 0.6 11.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1492 576 HCM Lane V/C Ratio 0.02 0.008 HCM Control Delay (s) 7.5 0.1 11.3 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 0 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday AM Peak Hour Page195 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Capacity Analysis Summary Sheets Year 2021 Weekday Evening Peak Hour Conditions Page196 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r t r Traffic Volume (vph) 0 0 59 86 34 160 0 0 0 0 289 43 Future Volume (vph) 0 0 59 86 34 160 0 0 0 0 289 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 45 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.85 0.70 0.57 Frt 0.865 0.876 0.850 At Protected 0.950 Satd. Flow (prot) 0 0 1542 1745 1111 0 0 0 0 0 1837 1561 At Permitted 0.950 Satd. Flow (perm) 0 0 1542 1489 1111 0 0 0 0 0 1837 888 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 388 99 184 85 Link Speed (mph) 30 30 30 30 Link Distance (ft) 472 501 349 309 Travel Time (s) 10.7 11.4 7.9 7.0 Confl. Peds. (#/hr) 144 103 103 144 145 292 292 145 Confl. Bikes (#/hr) 2 6 6 22 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 3% 0% 5% 1 % 0% 0% 0% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 68 99 223 0 0 0 0 0 332 49 Turn Type Prot pm+pt NA NA Perm Protected Phases 9 1 4! 6 4! Permitted Phases 6 4 Detector Phase 9 14 6 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 24.0 23.0 23.0 Total Split (s) 24.0 24.0 42.0 42.0 Total Split (%) 26.7% 26.7% 46.7% 46.7% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 19.0 61.0 19.0 37.0 37.0 Actuated g/C Ratio 0.21 0.68 0.21 0.41 0.41 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page197 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street 11/01/2021 Lane Group 01 Lan4onfigurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 9.0 Total Split (s) 24.0 Total Split (%) 27% Yellow Time (s) 4.0 All -Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page198 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.11 0.08 0.59 0.44 0.12 Control Delay 0.3 1.3 14.9 21.4 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.3 1.3 14.9 21.4 1.9 LOS A A B C A Approach Delay 0.3 10.7 18.9 Approach LOS A B B Queue Length 50th (ft) 0 0 18 132 0 Queue Length 95th (ft) 0 13 82 197 7 Internal Link Dist (ft) 392 421 269 229 Turn Bay Length (ft) 45 Base Capacity (vph) 631 1214 379 755 415 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.11 0.08 0.59 0.44 0.12 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2: and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.59 Intersection Signal Delay: 13.8 Intersection LOS: B Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. Splits and Phases: 1: Sherman Avenue & Clark Street 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page199 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street Lane Group 01 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2021 Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 200 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street --1.4---I } t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r Traffic Volume (vph) 161 477 0 0 0 0 0 198 124 0 0 0 Future Volume (vph) 161 477 0 0 0 0 0 198 124 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 40 0 0 0 0 70 0 0 Storage Lanes 1 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.90 0.88 Frt 0.850 At Protected 0.950 Satd. Flow (prot) 1745 3250 0 0 0 0 0 3250 1531 0 0 0 At Permitted 0.950 Satd. Flow (perm) 1570 3250 0 0 0 0 0 3250 1350 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 173 103 Link Speed (mph) 30 30 30 30 Link Distance (ft) 431 556 604 449 Travel Time (s) 9.8 12.6 13.7 10.2 Confl. Peds. (#/hr) 186 239 239 186 66 104 104 66 Confl. Bikes (#/hr) 32 7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 2% 0% 0% 0% 0% 0% 2% 2% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 173 513 0 0 0 0 0 213 133 0 0 0 Turn Type Perm NA NA Perm Protected Phases 4 2 Permitted Phases 4 2 Detector Phase 4 4 2 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 44.0 44.0 26.0 26.0 Total Split (s) 44.0 44.0 26.0 26.0 Total Split (%) 62.9% 62.9% 37.1 % 37.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 39.0 39.0 21.0 21.0 Actuated g/C Ratio 0.56 0.56 0.30 0.30 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page 201 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street � � } I t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.18 0.28 0.22 0.28 Control Delay 1.9 8.7 19.1 8.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.9 8.7 19.1 8.2 LOS A A B A Approach Delay 7.0 14.9 Approach LOS A B Queue Length 50th (ft) 0 55 35 9 Queue Length 95th (ft) 23 82 61 46 Internal Link Dist (ft) 351 476 524 369 Turn Bay Length (ft) 40 70 Base Capacity (vph) 951 1810 975 477 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.18 0.28 0.22 0.28 Intersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 70 Control Type: Pretimed Maximum v/c Ratio: 0.28 Intersection Signal Delay: 9.6 Intersection LOS: A Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Orrington Avenue & Church Street tcz [R) 1 —1"04 21-295 Life Science Building Year 2021 Weekday PM Peak Hour Synchro 11 Report Page 202 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M t r Traffic Volume (vph) 46 366 189 0 0 0 0 243 53 27 333 0 Future Volume (vph) 46 366 189 0 0 0 0 243 53 27 333 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 50 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.87 1.00 Frt 0.953 0.850 At Protected 0.996 0.996 Satd. Flow (prot) 0 2763 0 0 0 0 0 1637 1561 0 1612 0 At Permitted 0.996 0.968 Satd. Flow (perm) 0 2713 0 0 0 0 0 1637 1561 0 1563 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 50 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 228 291 542 Travel Time (s) 12.6 5.2 6.6 12.3 Confl. Peds. (#/hr) 129 178 178 129 363 84 84 363 Confl. Bikes (#/hr) 19 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 0% 2% 0% 0% 0% 0% 1 % 0% 4% 2% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 626 0 0 0 0 0 253 55 0 375 0 Turn Type Perm NA NA custom Perm NA Protected Phases 10 26 6 26 Permitted Phases 10 26 Detector Phase 10 10 26 6 26 26 Switch Phase Minimum Initial (s) 30.0 30.0 24.0 Minimum Split (s) 36.0 36.0 30.0 Total Split (s) 36.0 36.0 30.0 Total Split (%) 32.7% 32.7% 27.3% Yellow Time (s) 4.5 4.5 4.5 All -Red Time (s) 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max None Act Effct Green (s) 30.0 72.0 24.0 72.0 Actuated g/C Ratio 0.27 0.65 0.22 0.65 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page 203 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street 11/01/2021 Lane Group 02 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 44.0 Total Split (s) 44.0 Total Split (%) 40% Yellow Time (s) 2.0 All -Red Time (s) 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode C-Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page 204 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.79 0.24 0.15 0.37 Control Delay 41.6 8.4 12.3 9.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 41.6 8.4 12.3 9.9 LOS D A B A Approach Delay 41.6 9.1 9.9 Approach LOS D A A Queue Length 50th (ft) 194 67 3 110 Queue Length 95th (ft) 266 104 36 164 Internal Link Dist (ft) 476 148 211 462 Turn Bay Length (ft) 50 Base Capacity (vph) 788 1071 379 1023 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.79 0.24 0.15 0.37 Intersection Summa Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBSB, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 24.9 Intersection LOS: C Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period (min) 15 (Splits and Phases: 3: Chicago Avenue & Church Street A06 21-295 Life Science Building Year 2021 Weekday PM Peak Hour —110 10 Synchro 11 Report Page 205 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street Lane Group 02 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2021 Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 206 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 4: Orrington Avenue & Clark Street & Elgin Road 11/01/2021 Intersection Intersection Delay, s/veh 14.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBR SEL SER Lane Configurations r r Traffic Vol, veh/h 0 0 0 0 0 390 0 80 160 0 Future Vol, veh/h 0 0 0 0 0 390 0 80 160 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 0 0 2 0 7 5 0 Mvmt Flow 0 0 0 0 0 429 0 88 176 0 Number of Lanes 0 0 0 0 0 1 0 1 1 0 Approach WB SE Opposing Approach Opposing Lanes 0 0 Conflicting Approach Left NB WB Conflicting Lanes Left 2 1 Conflicting Approach Right SE NB Conflicting Lanes Right 1 2 HCM Control Delay 14.8 11.5 HCM LOS B B Lane NBLn1 NBLn2 WBLn1 SELn1 Vol Left, % 100% 0% 0% 100% Vol Thru, % 0% 0% 0% 0% Vol Right, % 0% 100% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 280 80 390 160 LT Vol 280 0 0 160 Through Vol 0 0 0 0 RT Vol 0 80 390 0 Lane Flow Rate 308 88 429 176 Geometry Grp 7 7 2 2 Degree of Util (X) 0.553 0.13 0.59 0.292 Departure Headway (Hd) 6.467 5.319 4.956 5.972 Convergence,Y/N Yes Yes Yes Yes Cap 557 673 733 600 Service Time 4.212 3.063 2.956 4.024 HCM Lane V/C Ratio 0.553 0.131 0.585 0.293 HCM Control Delay 17 8.9 14.8 11.5 HCM Lane LOS C A B B HCM 95th-tile Q 3.3 0.4 3.9 1.2 21-295 Life Science Building Year 2021 Weekday PM Peak Hour Synchro 11 Report Page 207 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 5: Hinman Avenue & Church Street 11/01/2021 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r Traffic Vol, veh/h 24 312 111 0 0 0 0 61 36 15 107 0 Future Vol, veh/h 24 312 111 0 0 0 0 61 36 15 107 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 1 1 0 0 0 0 1 0 0 0 0 Mvmt Flow 25 325 116 0 0 0 0 64 38 16 111 0 Number of Lanes 0 1 1 0 0 0 0 1 0 0 1 0 Approach EB NB SIB Opposing Approach SIB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 11.6 8.8 9.3 HCM LOS B A A Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 7% 0% 12% Vol Thru, % 63% 93% 0% 88% Vol Right, % 37% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 97 336 111 122 LT Vol 0 24 0 15 Through Vol 61 312 0 107 RT Vol 36 0 111 0 Lane Flow Rate 101 350 116 127 Geometry Grp 2 7 7 2 Degree of Util (X) 0.139 0.496 0.141 0.181 Departure Headway (Hd) 4.944 5.102 4.38 5.133 Convergence,Y/N Yes Yes Yes Yes Cap 722 704 815 696 Service Time 2.994 2.847 2.124 3.181 HCM Lane V/C Ratio 0.14 0.497 0.142 0.182 HCM Control Delay 8.8 12.8 7.8 9.3 HCM Lane LOS A B A A HCM 95th-tile Q 0.5 2.8 0.5 0.7 21-295 Life Science Building Year 2021 Weekday PM Peak Hour Synchro 11 Report Page 208 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 6: Orrington Avenue & Alley Intersection Int Delay, s/veh 0.1 11/01/2021 Movement EBL EBR NBL NBT SBT SBR Lane Configurations *'+ Traffic Vol, veh/h 2 0 1 358 0 0 Future Vol, veh/h 2 0 1 358 0 0 Conflicting Peds, #/hr 66 0 0 0 0 0 Sign Control Stop Stop Free Free Stop Stop RT Channelized - None None - None Storage Length 0 - Veh in Median Storage, # 0 1080872384 Grade, % 0 - 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 2 0 1 393 0 0 Major/Minor Minor2 Major1 Conflicting Flow All 265 - 0 0 Stage 1 0 - Stage 2 265 Critical Hdwy 6.8 4.1 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 5.8 - Follow-up Hdwy 3.5 2.2 Pot Cap-1 Maneuver 707 0 - Stage 1 - 0 Stage 2 761 0 - Platoon blocked, % Mov Cap-1 Maneuver 707 - Mov Cap-2 Maneuver 707 Stage 1 - - Stage 2 761 Approach EB NB HCM Control Delay, s 10.1 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 Capacity (veh/h) 707 HCM Lane V/C Ratio 0.003 HCM Control Delay (s) 10.1 HCM Lane LOS B HCM 95th %tile Q(veh) 0 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page 209 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 7: Church Street & 525 Church Street Garaqe Access 11/01/2021 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *'+ Traffic Vol, veh/h 18 428 0 0 19 0 Future Vol, veh/h 18 428 0 0 19 0 Conflicting Peds, #/hr 95 0 0 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 1080852480 0 Grade, % 0 0 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 1 0 0 0 0 Mvmt Flow 19 446 0 0 20 0 Major/Minor Major1 Minor2 Conflicting Flow All 95 0 357 - Stage 1 - - 95 Stage 2 - 262 Critical Hdwy 4.1 6.8 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 Pot Cap-1 Maneuver 1512 620 0 Stage 1 - - 0 Stage 2 - 764 0 Platoon blocked, % Mov Cap-1 Maneuver 1402 523 - Mov Cap-2 Maneuver - 523 Stage 1 - Stage 2 708 Approach EB SB HCM Control Delay, s 0.4 12.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1402 523 HCM Lane V/C Ratio 0.013 0.038 HCM Control Delay (s) 7.6 0.1 12.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 21-295 Life Science Building Synchro 11 Report Year 2021 Weekday PM Peak Hour Page 210 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Capacity Analysis Summary Sheets No -Build Weekday Morning Peak Hour Conditions Page 211 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r t r Traffic Volume (vph) 0 0 25 52 9 97 0 0 0 0 212 23 Future Volume (vph) 0 0 25 52 9 97 0 0 0 0 212 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 45 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.91 0.86 0.67 Frt 0.865 0.863 0.850 At Protected 0.950 Satd. Flow (prot) 0 0 1375 1745 1147 0 0 0 0 0 1749 1351 At Permitted 0.950 Satd. Flow (perm) 0 0 1375 1589 1147 0 0 0 0 0 1749 899 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 458 67 124 85 Link Speed (mph) 30 30 30 30 Link Distance (ft) 472 501 349 309 Travel Time (s) 10.7 11.4 7.9 7.0 Confl. Peds. (#/hr) 63 66 66 63 114 114 Confl. Bikes (#/hr) Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 4% 0% 0% 7% 0% 0% 0% 0% 5% 4% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 32 67 136 0 0 0 0 0 272 29 Turn Type Prot pm+pt NA NA Perm Protected Phases 9 1 4! 6 4! Permitted Phases 6 4 Detector Phase 9 14 6 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 25.0 25.0 25.0 Total Split (s) 30.0 25.0 35.0 35.0 Total Split (%) 33.3% 27.8% 38.9% 38.9% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 25.0 55.0 20.0 30.0 30.0 Actuated g/C Ratio 0.28 0.61 0.22 0.33 0.33 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 212 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street 11/01/2021 Lane Group 01 Lan4onfigurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 9.0 Total Split (s) 25.0 Total Split (%) 28% Yellow Time (s) 4.0 All -Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 213 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.04 0.06 0.39 0.47 0.08 Control Delay 0.1 2.1 10.6 26.9 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.1 2.1 10.6 26.9 0.4 LOS A A B C A Approach Delay 0.1 7.8 24.4 Approach LOS A A C Queue Length 50th (ft) 0 0 5 121 0 Queue Length 95th (ft) 0 11 36 162 0 Internal Link Dist (ft) 392 421 269 229 Turn Bay Length (ft) 45 Base Capacity (vph) 712 1092 351 583 356 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.06 0.39 0.47 0.08 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.47 Intersection Signal Delay: 16.6 Intersection LOS: B Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. Splits and Phases: 1: Sherman Avenue & Clark Street 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 214 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street Lane Group 01 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday AM Peak Hour 11/01/2021 Synchro 11 Report Page 215 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street --1.4---I } t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r Traffic Volume (vph) 109 434 0 0 0 0 0 120 71 0 0 0 Future Volume (vph) 109 434 0 0 0 0 0 120 71 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 40 0 0 0 0 70 0 0 Storage Lanes 1 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.94 Frt 0.850 At Protected 0.950 Satd. Flow (prot) 1711 3188 0 0 0 0 0 3219 1531 0 0 0 At Permitted 0.950 Satd. Flow (perm) 1669 3188 0 0 0 0 0 3219 1443 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 133 87 Link Speed (mph) 30 30 30 30 Link Distance (ft) 431 556 604 449 Travel Time (s) 9.8 12.6 13.7 10.2 Confl. Peds. (#/hr) 45 110 110 45 36 46 46 36 Confl. Bikes (#/hr) 37 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 4% 0% 0% 0% 0% 0% 3% 2% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 133 529 0 0 0 0 0 146 87 0 0 0 Turn Type Perm NA NA Perm Protected Phases 4 2 Permitted Phases 4 2 Detector Phase 4 4 2 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 44.0 44.0 26.0 26.0 Total Split (s) 44.0 44.0 26.0 26.0 Total Split (%) 62.9% 62.9% 37.1 % 37.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 39.0 39.0 21.0 21.0 Actuated g/C Ratio 0.56 0.56 0.30 0.30 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 216 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street � � } I t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.13 0.30 0.15 0.18 Control Delay 1.9 8.8 18.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.9 8.8 18.5 5.8 LOS A A B A Approach Delay 7.4 13.8 Approach LOS A B Queue Length 50th (ft) 0 57 24 0 Queue Length 95th (ft) 16 75 40 24 Internal Link Dist (ft) 351 476 524 369 Turn Bay Length (ft) 40 70 Base Capacity (vph) 988 1776 965 493 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.13 0.30 0.15 0.18 Intersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 70 Control Type: Pretimed Maximum v/c Ratio: 0.30 Intersection Signal Delay: 9.1 Intersection LOS: A Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Orrington Avenue & Church Street tcz [R) 1 —1"04 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday AM Peak Hour Synchro 11 Report Page 217 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M t r Traffic Volume (vph) 59 282 164 0 0 0 0 384 38 20 199 0 Future Volume (vph) 59 282 164 0 0 0 0 384 38 20 199 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 50 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 1.00 Frt 0.951 0.850 At Protected 0.994 0.995 Satd. Flow (prot) 0 2860 0 0 0 0 0 1621 1516 0 1533 0 At Permitted 0.994 0.952 Satd. Flow (perm) 0 2818 0 0 0 0 0 1621 1516 0 1466 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 72 50 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 228 291 542 Travel Time (s) 12.6 5.2 6.6 12.3 Confl. Peds. (#/hr) 69 74 74 69 162 8 8 162 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 7% 4% 3% 0% 0% 0% 0% 2% 3% 20% 6% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 549 0 0 0 0 0 417 41 0 238 0 Turn Type Perm NA NA custom Perm NA Protected Phases 10 26 6 26 Permitted Phases 10 26 Detector Phase 10 10 26 6 26 26 Switch Phase Minimum Initial (s) 30.0 30.0 24.0 Minimum Split (s) 36.0 36.0 30.0 Total Split (s) 36.0 36.0 30.0 Total Split (%) 32.7% 32.7% 27.3% Yellow Time (s) 4.5 4.5 4.5 All -Red Time (s) 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max None Act Effct Green (s) 30.0 72.0 24.0 72.0 Actuated g/C Ratio 0.27 0.65 0.22 0.65 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 218 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street 11/01/2021 Lane Group 02 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 42.0 Minimum Split (s) 44.0 Total Split (s) 44.0 Total Split (%) 40% Yellow Time (s) 2.0 All -Red Time (s) 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode C-Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 219 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.67 0.39 0.11 0.25 Control Delay 35.4 10.2 8.4 8.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 35.4 10.2 8.4 8.6 LOS D B A A Approach Delay 35.4 10.0 8.6 Approach LOS D B A Queue Length 50th (ft) 158 125 0 63 Queue Length 95th (ft) 220 184 23 100 Internal Link Dist (ft) 476 148 211 462 Turn Bay Length (ft) 50 Base Capacity (vph) 820 1061 369 959 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.67 0.39 0.11 0.25 Intersection Summa Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBSB, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 20.9 Intersection LOS: C Intersection Capacity Utilization 93.3% ICU Level of Service F Analysis Period (min) 15 (Splits and Phases: 3: Chicago Avenue & Church Street A06 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday AM Peak Hour —114310 Synchro 11 Report Page 220 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street Lane Group 02 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday AM Peak Hour 11/01/2021 Synchro 11 Report Page 221 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 4: Orrington Avenue & Clark Street & Elgin Road 11/01/2021 Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBR SEL SER Lane Configurations r r Traffic Vol, veh/h 0 0 0 0 0 295 0 72 175 0 Future Vol, veh/h 0 0 0 0 0 295 0 72 175 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 0 0 0 0 5 0 7 3 0 Mvmt Flow 0 0 0 0 0 343 0 84 203 0 Number of Lanes 0 0 0 0 0 1 0 1 1 0 Approach WB SE Opposing Approach Opposing Lanes 0 0 Conflicting Approach Left NB WB Conflicting Lanes Left 2 1 Conflicting Approach Right SE NB Conflicting Lanes Right 1 2 HCM Control Delay 11.2 10.8 HCM LOS B B Lane NBLn1 NBLn2 WBLn1 SELn1 Vol Left, % 100% 0% 0% 100% Vol Thru, % 0% 0% 0% 0% Vol Right, % 0% 100% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 158 72 295 175 LT Vol 158 0 0 175 Through Vol 0 0 0 0 RT Vol 0 72 295 0 Lane Flow Rate 184 84 343 203 Geometry Grp 7 7 2 2 Degree of Util (X) 0.316 0.117 0.436 0.306 Departure Headway (Hd) 6.196 5.034 4.575 5.416 Convergence,Y/N Yes Yes Yes Yes Cap 582 716 779 667 Service Time 3.901 2.739 2.657 3.422 HCM Lane V/C Ratio 0.316 0.117 0.44 0.304 HCM Control Delay 11.7 8.4 11.2 10.8 HCM Lane LOS B A B B HCM 95th-tile Q 1.3 0.4 2.2 1.3 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday AM Peak Hour Synchro 11 Report Page 222 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 5: Hinman Avenue & Church Street 11/01/2021 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r Traffic Vol, veh/h 23 224 72 0 0 0 0 59 20 8 65 0 Future Vol, veh/h 23 224 72 0 0 0 0 59 20 8 65 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 5 1 0 0 0 0 0 10 0 0 0 Mvmt Flow 27 260 84 0 0 0 0 69 23 9 76 0 Number of Lanes 0 1 1 0 0 0 0 1 0 0 1 0 Approach EB NB SIB Opposing Approach SIB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 10.2 8.4 8.6 HCM LOS B A A Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 9% 0% 11 % Vol Thru, % 75% 91% 0% 89% Vol Right, % 25% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 79 247 72 73 LT Vol 0 23 0 8 Through Vol 59 224 0 65 RT Vol 20 0 72 0 Lane Flow Rate 92 287 84 85 Geometry Grp 2 7 7 2 Degree of Util (X) 0.121 0.397 0.1 0.116 Departure Headway (Hd) 4.729 4.974 4.31 4.909 Convergence,Y/N Yes Yes Yes Yes Cap 758 724 831 730 Service Time 2.758 2.702 2.038 2.939 HCM Lane V/C Ratio 0.121 0.396 0.101 0.116 HCM Control Delay 8.4 11 7.5 8.6 HCM Lane LOS A B A A HCM 95th-tile Q 0.4 1.9 0.3 0.4 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday AM Peak Hour Synchro 11 Report Page 223 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 6: Orrington Avenue & Alley Intersection Int Delay, s/veh 0.3 11/01/2021 Movement EBL EBR NBL NBT SBT SBR Lane Configurations *'+ Traffic Vol, veh/h 5 0 4 225 0 0 Future Vol, veh/h 5 0 4 225 0 0 Conflicting Peds, #/hr 0 0 36 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - Veh in Median Storage, # 0 1080872384 Grade, % 0 - 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 40 0 0 3 0 0 Mvmt Flow 6 0 5 262 0 0 Major/Minor Minor2 Major1 Conflicting Flow All 177 - 36 0 Stage 1 36 - Stage 2 141 Critical Hdwy 7.6 4.1 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 6.6 - Follow-up Hdwy 3.9 2.2 Pot Cap-1 Maneuver 698 0 1588 Stage 1 - 0 - Stage 2 769 0 - Platoon blocked, % Mov Cap-1 Maneuver 658 - 1544 Mov Cap-2 Maneuver 658 Stage 1 - - Stage 2 748 Approach EB NB HCM Control Delay, s 10.5 0.1 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 Capacity (veh/h) 1544 658 HCM Lane V/C Ratio 0.003 0.009 HCM Control Delay (s) 7.3 0 10.5 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 224 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 7: Church Street & 525 Church Street Garaqe Access 11/01/2021 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *'+ Traffic Vol, veh/h 21 319 0 0 3 0 Future Vol, veh/h 21 319 0 0 3 0 Conflicting Peds, #/hr 63 0 0 63 4 1 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 1080852480 0 Grade, % 0 0 0 Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 4 0 0 0 0 Mvmt Flow 30 462 0 0 4 0 Major/Minor Major1 Minor2 Conflicting Flow All 63 0 358 - Stage 1 - - 63 Stage 2 - 295 Critical Hdwy 4.1 6.8 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 Pot Cap-1 Maneuver 1553 619 0 Stage 1 - - 0 Stage 2 - 736 0 Platoon blocked, % Mov Cap-1 Maneuver 1478 546 - Mov Cap-2 Maneuver - 546 Stage 1 - Stage 2 701 Approach EB SB HCM Control Delay, s 0.6 11.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1478 546 HCM Lane V/C Ratio 0.021 0.008 HCM Control Delay (s) 7.5 0.1 11.6 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 0 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday AM Peak Hour Page 225 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Capacity Analysis Summary Sheets No -Build Weekday Evening Peak Hour Conditions Page 226 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r t r Traffic Volume (vph) 0 0 60 87 35 163 0 0 0 0 294 44 Future Volume (vph) 0 0 60 87 35 163 0 0 0 0 294 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 45 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.84 0.68 0.53 Frt 0.865 0.876 0.850 At Protected 0.950 Satd. Flow (prot) 0 0 1542 1745 1068 0 0 0 0 0 1837 1561 At Permitted 0.950 Satd. Flow (perm) 0 0 1542 1465 1068 0 0 0 0 0 1837 823 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 378 100 187 85 Link Speed (mph) 30 30 30 30 Link Distance (ft) 472 501 349 309 Travel Time (s) 10.7 11.4 7.9 7.0 Confl. Peds. (#/hr) 158 113 113 158 160 318 318 160 Confl. Bikes (#/hr) 2 7 7 24 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 3% 0% 5% 1 % 0% 0% 0% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 69 100 227 0 0 0 0 0 338 51 Turn Type Prot pm+pt NA NA Perm Protected Phases 9 1 4! 6 4! Permitted Phases 6 4 Detector Phase 9 14 6 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 24.0 23.0 23.0 Total Split (s) 24.0 24.0 42.0 42.0 Total Split (%) 26.7% 26.7% 46.7% 46.7% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 19.0 61.0 19.0 37.0 37.0 Actuated g/C Ratio 0.21 0.68 0.21 0.41 0.41 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 227 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street 11/01/2021 Lane Group 01 Lan4onfigurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 9.0 Total Split (s) 24.0 Total Split (%) 27% Yellow Time (s) 4.0 All -Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 228 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.11 0.08 0.61 0.45 0.13 Control Delay 0.4 1.2 15.7 21.5 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.4 1.2 15.7 21.5 2.2 LOS A A B C A Approach Delay 0.4 11.3 19.0 Approach LOS A B B Queue Length 50th (ft) 0 0 19 135 0 Queue Length 95th (ft) 0 13 85 201 8 Internal Link Dist (ft) 392 421 269 229 Turn Bay Length (ft) 45 Base Capacity (vph) 623 1214 372 755 388 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.11 0.08 0.61 0.45 0.13 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2: and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.61 Intersection Signal Delay: 14.1 Intersection LOS: B Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. Splits and Phases: 1: Sherman Avenue & Clark Street 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 229 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street Lane Group 01 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 230 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street --1.4---I } t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r Traffic Volume (vph) 164 509 0 0 0 0 0 201 144 0 0 0 Future Volume (vph) 164 509 0 0 0 0 0 201 144 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 40 0 0 0 0 70 0 0 Storage Lanes 1 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.89 0.87 Frt 0.850 At Protected 0.950 Satd. Flow (prot) 1745 3250 0 0 0 0 0 3250 1531 0 0 0 At Permitted 0.950 Satd. Flow (perm) 1552 3250 0 0 0 0 0 3250 1334 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 176 84 Link Speed (mph) 30 30 30 30 Link Distance (ft) 431 556 604 449 Travel Time (s) 9.8 12.6 13.7 10.2 Confl. Peds. (#/hr) 205 263 263 205 73 114 114 73 Confl. Bikes (#/hr) 35 8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 2% 0% 0% 0% 0% 0% 2% 2% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 176 547 0 0 0 0 0 216 155 0 0 0 Turn Type Perm NA NA Perm Protected Phases 4 2 Permitted Phases 4 2 Detector Phase 4 4 2 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 44.0 44.0 26.0 26.0 Total Split (s) 44.0 44.0 26.0 26.0 Total Split (%) 62.9% 62.9% 37.1 % 37.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 39.0 39.0 21.0 21.0 Actuated g/C Ratio 0.56 0.56 0.30 0.30 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 231 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street � � } I t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.19 0.30 0.22 0.34 Control Delay 1.9 8.8 19.1 11.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.9 8.8 19.1 11.9 LOS A A B B Approach Delay 7.1 16.1 Approach LOS A B Queue Length 50th (ft) 0 60 36 22 Queue Length 95th (ft) 23 87 61 66 Internal Link Dist (ft) 351 476 524 369 Turn Bay Length (ft) 40 70 Base Capacity (vph) 942 1810 975 459 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.19 0.30 0.22 0.34 Intersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 70 Control Type: Pretimed Maximum v/c Ratio: 0.34 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Orrington Avenue & Church Street tcz [R) 1 —1"04 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday PM Peak Hour Synchro 11 Report Page 232 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M t r Traffic Volume (vph) 58 399 196 0 0 0 0 270 65 41 355 0 Future Volume (vph) 58 399 196 0 0 0 0 270 65 41 355 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 50 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.86 1.00 Frt 0.955 0.850 At Protected 0.996 0.995 Satd. Flow (prot) 0 2753 0 0 0 0 0 1637 1561 0 1609 0 At Permitted 0.996 0.946 Satd. Flow (perm) 0 2690 0 0 0 0 0 1637 1561 0 1525 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 60 50 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 228 291 542 Travel Time (s) 12.6 5.2 6.6 12.3 Confl. Peds. (#/hr) 142 196 196 142 399 92 92 399 Confl. Bikes (#/hr) 21 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 0% 2% 0% 0% 0% 0% 1 % 0% 4% 2% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 680 0 0 0 0 0 281 68 0 413 0 Turn Type Perm NA NA custom Perm NA Protected Phases 10 26 6 26 Permitted Phases 10 26 Detector Phase 10 10 26 6 26 26 Switch Phase Minimum Initial (s) 30.0 30.0 24.0 Minimum Split (s) 36.0 36.0 30.0 Total Split (s) 36.0 36.0 30.0 Total Split (%) 32.7% 32.7% 27.3% Yellow Time (s) 4.5 4.5 4.5 All -Red Time (s) 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max None Act Effct Green (s) 30.0 72.0 24.0 72.0 Actuated g/C Ratio 0.27 0.65 0.22 0.65 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 233 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street 11/01/2021 Lane Group 02 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 44.0 Total Split (s) 44.0 Total Split (%) 40% Yellow Time (s) 2.0 All -Red Time (s) 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode C-Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 234 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.88 0.26 0.18 0.41 Control Delay 48.5 8.7 15.3 10.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 48.5 8.7 15.3 10.5 LOS D A B B Approach Delay 48.5 10.0 10.5 Approach LOS D A B Queue Length 50th (ft) 222 75 10 126 Queue Length 95th (ft) #327 116 47 188 Internal Link Dist (ft) 476 148 211 462 Turn Bay Length (ft) 50 Base Capacity (vph) 777 1071 379 998 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.88 0.26 0.18 0.41 Intersection Summa Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBSB, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 28.3 Intersection LOS: C Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. (Splits and Phases: 3: Chicago Avenue & Church Street A06 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday PM Peak Hour —110 10 Synchro 11 Report Page 235 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street Lane Group 02 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 236 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 4: Orrington Avenue & Clark Street & Elgin Road 11/01/2021 Intersection Intersection Delay, s/veh 14.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBR SEL SER Lane Configurations r r Traffic Vol, veh/h 0 0 0 0 0 397 0 81 160 0 Future Vol, veh/h 0 0 0 0 0 397 0 81 160 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 0 0 2 0 7 5 0 Mvmt Flow 0 0 0 0 0 436 0 89 176 0 Number of Lanes 0 0 0 0 0 1 0 1 1 0 Approach WB SE Opposing Approach Opposing Lanes 0 0 Conflicting Approach Left NB WB Conflicting Lanes Left 2 1 Conflicting Approach Right SE NB Conflicting Lanes Right 1 2 HCM Control Delay 15.2 11.6 HCM LOS C B Lane NBLn1 NBLn2 WBLn1 SELn1 Vol Left, % 100% 0% 0% 100% Vol Thru, % 0% 0% 0% 0% Vol Right, % 0% 100% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 285 81 397 160 LT Vol 285 0 0 160 Through Vol 0 0 0 0 RT Vol 0 81 397 0 Lane Flow Rate 313 89 436 176 Geometry Grp 7 7 2 2 Degree of Util (X) 0.565 0.132 0.603 0.294 Departure Headway (Hd) 6.498 5.349 4.979 6.013 Convergence,Y/N Yes Yes Yes Yes Cap 554 668 729 596 Service Time 4.243 3.094 2.979 4.066 HCM Lane V/C Ratio 0.565 0.133 0.598 0.295 HCM Control Delay 17.4 8.9 15.2 11.6 HCM Lane LOS C A C B HCM 95th-tile Q 3.5 0.5 4.1 1.2 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday PM Peak Hour Synchro 11 Report Page 237 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 5: Hinman Avenue & Church Street 11/01/2021 Intersection Intersection Delay, s/veh 11.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r Traffic Vol, veh/h 28 338 114 0 0 0 0 63 37 15 111 0 Future Vol, veh/h 28 338 114 0 0 0 0 63 37 15 111 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 1 1 0 0 0 0 1 0 0 0 0 Mvmt Flow 29 352 119 0 0 0 0 66 39 16 116 0 Number of Lanes 0 1 1 0 0 0 0 1 0 0 1 0 Approach EB NB SIB Opposing Approach SIB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 12.5 9 9.5 HCM LOS B A A Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 8% 0% 12% Vol Thru, % 63% 92% 0% 88% Vol Right, % 37% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 100 366 114 126 LT Vol 0 28 0 15 Through Vol 63 338 0 111 RT Vol 37 0 114 0 Lane Flow Rate 104 381 119 131 Geometry Grp 2 7 7 2 Degree of Util (X) 0.146 0.543 0.145 0.19 Departure Headway (Hd) 5.034 5.129 4.404 5.218 Convergence,Y/N Yes Yes Yes Yes Cap 708 702 810 685 Service Time 3.09 2.879 2.154 3.273 HCM Lane V/C Ratio 0.147 0.543 0.147 0.191 HCM Control Delay 9 13.9 7.9 9.5 HCM Lane LOS A B A A HCM 95th-tile Q 0.5 3.3 0.5 0.7 21-295 Life Science Building Year 2027 No -Build Conditions - Weekday PM Peak Hour Synchro 11 Report Page 238 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 6: Orrington Avenue & Alley Intersection Int Delay, s/veh 0.1 11/01/2021 Movement EBL EBR NBL NBT SBT SBR Lane Configurations *'+ Traffic Vol, veh/h 2 0 1 364 0 0 Future Vol, veh/h 2 0 1 364 0 0 Conflicting Peds, #/hr 73 0 0 0 0 0 Sign Control Stop Stop Free Free Stop Stop RT Channelized - None None - None Storage Length 0 - Veh in Median Storage, # 0 1080872384 Grade, % 0 - 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 2 0 1 400 0 0 Major/Minor Minor2 Major1 Conflicting Flow All 275 - 0 0 Stage 1 0 - Stage 2 275 Critical Hdwy 6.8 4.1 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 5.8 - Follow-up Hdwy 3.5 2.2 Pot Cap-1 Maneuver 697 0 - Stage 1 - 0 Stage 2 753 0 - Platoon blocked, % Mov Cap-1 Maneuver 697 - Mov Cap-2 Maneuver 697 Stage 1 - - Stage 2 753 Approach EB NB HCM Control Delay, s 10.2 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 Capacity (veh/h) 697 HCM Lane V/C Ratio 0.003 HCM Control Delay (s) 10.2 HCM Lane LOS B HCM 95th %tile Q(veh) 0 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 239 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 7: Church Street & 525 Church Street Garaqe Access 11/01/2021 Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *'+ Traffic Vol, veh/h 18 487 0 0 19 0 Future Vol, veh/h 18 487 0 0 19 0 Conflicting Peds, #/hr 105 0 0 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 1080852480 0 Grade, % 0 0 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 1 0 0 0 0 Mvmt Flow 19 507 0 0 20 0 Major/Minor Major1 Minor2 Conflicting Flow All 105 0 398 - Stage 1 - - 105 Stage 2 - 293 Critical Hdwy 4.1 6.8 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 Pot Cap-1 Maneuver 1499 585 0 Stage 1 - - 0 Stage 2 - 737 0 Platoon blocked, % Mov Cap-1 Maneuver 1379 486 - Mov Cap-2 Maneuver - 486 Stage 1 - Stage 2 678 Approach EB SB HCM Control Delay, s 0.4 12.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1379 486 HCM Lane V/C Ratio 0.014 0.041 HCM Control Delay (s) 7.6 0.1 12.7 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 21-295 Life Science Building Synchro 11 Report Year 2027 No -Build Conditions - Weekday PM Peak Hour Page 240 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Capacity Analysis Summary Sheets Projected Weekday Morning Peak Hour Conditions Page 241 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r t r Traffic Volume (vph) 0 0 60 87 38 171 0 0 0 0 294 44 Future Volume (vph) 0 0 60 87 38 171 0 0 0 0 294 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 45 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.84 0.68 0.53 Frt 0.865 0.877 0.850 At Protected 0.950 Satd. Flow (prot) 0 0 1542 1745 1073 0 0 0 0 0 1837 1561 At Permitted 0.950 Satd. Flow (perm) 0 0 1542 1465 1073 0 0 0 0 0 1837 823 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 378 100 197 85 Link Speed (mph) 30 30 30 30 Link Distance (ft) 472 501 349 309 Travel Time (s) 10.7 11.4 7.9 7.0 Confl. Peds. (#/hr) 158 113 113 158 160 318 318 160 Confl. Bikes (#/hr) 2 7 7 24 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 3% 0% 5% 1 % 0% 0% 0% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 69 100 241 0 0 0 0 0 338 51 Turn Type Prot pm+pt NA NA Perm Protected Phases 9 1 4! 6 4! Permitted Phases 6 4 Detector Phase 9 14 6 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 24.0 23.0 23.0 Total Split (s) 24.0 24.0 42.0 42.0 Total Split (%) 26.7% 26.7% 46.7% 46.7% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 19.0 61.0 19.0 37.0 37.0 Actuated g/C Ratio 0.21 0.68 0.21 0.41 0.41 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 242 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street 11/01/2021 Lane Group 01 Lan4onfigurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 9.0 Total Split (s) 24.0 Total Split (%) 27% Yellow Time (s) 4.0 All -Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 243 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.11 0.08 0.63 0.45 0.13 Control Delay 0.4 1.2 16.2 21.5 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.4 1.2 16.2 21.5 2.2 LOS A A B C A Approach Delay 0.4 11.8 19.0 Approach LOS A B B Queue Length 50th (ft) 0 0 21 135 0 Queue Length 95th (ft) 0 13 91 201 8 Internal Link Dist (ft) 392 421 269 229 Turn Bay Length (ft) 45 Base Capacity (vph) 623 1214 381 755 388 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.11 0.08 0.63 0.45 0.13 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2: and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.63 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. Splits and Phases: 1: Sherman Avenue & Clark Street 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 244 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street Lane Group 01 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 245 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street --1.4---I } t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r Traffic Volume (vph) 166 512 0 0 0 0 0 203 145 0 0 0 Future Volume (vph) 166 512 0 0 0 0 0 203 145 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 40 0 0 0 0 70 0 0 Storage Lanes 1 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.89 0.87 Frt 0.850 At Protected 0.950 Satd. Flow (prot) 1745 3250 0 0 0 0 0 3250 1531 0 0 0 At Permitted 0.950 Satd. Flow (perm) 1552 3250 0 0 0 0 0 3250 1334 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 178 83 Link Speed (mph) 30 30 30 30 Link Distance (ft) 431 556 604 449 Travel Time (s) 9.8 12.6 13.7 10.2 Confl. Peds. (#/hr) 205 263 263 205 73 114 114 73 Confl. Bikes (#/hr) 35 8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 2% 0% 0% 0% 0% 0% 2% 2% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 178 551 0 0 0 0 0 218 156 0 0 0 Turn Type Perm NA NA Perm Protected Phases 4 2 Permitted Phases 4 2 Detector Phase 4 4 2 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 44.0 44.0 26.0 26.0 Total Split (s) 44.0 44.0 26.0 26.0 Total Split (%) 62.9% 62.9% 37.1 % 37.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 39.0 39.0 21.0 21.0 Actuated g/C Ratio 0.56 0.56 0.30 0.30 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 246 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street � � } I t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.19 0.30 0.22 0.34 Control Delay 1.9 8.8 19.2 12.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.9 8.8 19.2 12.1 LOS A A B B Approach Delay 7.1 16.2 Approach LOS A B Queue Length 50th (ft) 0 60 36 23 Queue Length 95th (ft) 23 88 62 67 Internal Link Dist (ft) 351 476 524 369 Turn Bay Length (ft) 40 70 Base Capacity (vph) 943 1810 975 458 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.19 0.30 0.22 0.34 Intersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 70 Control Type: Pretimed Maximum v/c Ratio: 0.34 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Orrington Avenue & Church Street tcz [R) 1 —1"04 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour Synchro 11 Report Page 247 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M t r Traffic Volume (vph) 58 403 196 0 0 0 0 270 67 43 355 0 Future Volume (vph) 58 403 196 0 0 0 0 270 67 43 355 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 50 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.86 1.00 Frt 0.955 0.850 At Protected 0.996 0.995 Satd. Flow (prot) 0 2755 0 0 0 0 0 1637 1561 0 1609 0 At Permitted 0.996 0.943 Satd. Flow (perm) 0 2692 0 0 0 0 0 1637 1561 0 1520 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 59 50 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 228 291 542 Travel Time (s) 12.6 5.2 6.6 12.3 Confl. Peds. (#/hr) 142 196 196 142 399 92 92 399 Confl. Bikes (#/hr) 21 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 0% 2% 0% 0% 0% 0% 1 % 0% 4% 2% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 684 0 0 0 0 0 281 70 0 415 0 Turn Type Perm NA NA custom Perm NA Protected Phases 10 26 6 26 Permitted Phases 10 26 Detector Phase 10 10 26 6 26 26 Switch Phase Minimum Initial (s) 30.0 30.0 24.0 Minimum Split (s) 36.0 36.0 30.0 Total Split (s) 36.0 36.0 30.0 Total Split (%) 32.7% 32.7% 27.3% Yellow Time (s) 4.5 4.5 4.5 All -Red Time (s) 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max None Act Effct Green (s) 30.0 72.0 24.0 72.0 Actuated g/C Ratio 0.27 0.65 0.22 0.65 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 248 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street 11/01/2021 Lane Group 02 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 44.0 Total Split (s) 44.0 Total Split (%) 40% Yellow Time (s) 2.0 All -Red Time (s) 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode C-Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 249 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.88 0.26 0.18 0.42 Control Delay 49.1 8.7 15.7 10.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 49.1 8.7 15.7 10.6 LOS D A B B Approach Delay 49.1 10.1 10.6 Approach LOS D B B Queue Length 50th (ft) 225 75 11 127 Queue Length 95th (ft) #331 116 49 189 Internal Link Dist (ft) 476 148 211 462 Turn Bay Length (ft) 50 Base Capacity (vph) 777 1071 379 994 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.88 0.26 0.18 0.42 Intersection Summa Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBSB, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 28.7 Intersection LOS: C Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. (Splits and Phases: 3: Chicago Avenue & Church Street A06 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour —111010 Synchro 11 Report Page 250 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street Lane Group 02 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 251 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 4: Orrington Avenue & Clark Street & Elgin Road 11/01/2021 Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBR SEL SER Lane Configurations r r Traffic Vol, veh/h 0 0 0 0 0 295 0 73 175 0 Future Vol, veh/h 0 0 0 0 0 295 0 73 175 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 0 0 0 0 5 0 7 3 0 Mvmt Flow 0 0 0 0 0 343 0 85 203 0 Number of Lanes 0 0 0 0 0 1 0 1 1 0 Approach WB SE Opposing Approach Opposing Lanes 0 0 Conflicting Approach Left NB WB Conflicting Lanes Left 2 1 Conflicting Approach Right SE NB Conflicting Lanes Right 1 2 HCM Control Delay 11.2 10.8 HCM LOS B B Lane NBLn1 NBLn2 WBLn1 SELn1 Vol Left, % 100% 0% 0% 100% Vol Thru, % 0% 0% 0% 0% Vol Right, % 0% 100% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 161 73 295 175 LT Vol 161 0 0 175 Through Vol 0 0 0 0 RT Vol 0 73 295 0 Lane Flow Rate 187 85 343 203 Geometry Grp 7 7 2 2 Degree of Util (X) 0.322 0.119 0.437 0.307 Departure Headway (Hd) 6.198 5.036 4.586 5.424 Convergence,Y/N Yes Yes Yes Yes Cap 582 716 775 665 Service Time 3.904 2.742 2.671 3.431 HCM Lane V/C Ratio 0.321 0.119 0.443 0.305 HCM Control Delay 11.8 8.4 11.2 10.8 HCM Lane LOS B A B B HCM 95th-tile Q 1.4 0.4 2.2 1.3 21-295 Life Science Building Year 2027 Projected Conditions - Weekday AM Peak Hour Synchro 11 Report Page 252 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 5: Hinman Avenue & Church Street 11/01/2021 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r Traffic Vol, veh/h 26 226 76 0 0 0 0 59 20 8 65 0 Future Vol, veh/h 26 226 76 0 0 0 0 59 20 8 65 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 5 1 0 0 0 0 0 10 0 0 0 Mvmt Flow 30 263 88 0 0 0 0 69 23 9 76 0 Number of Lanes 0 1 1 0 0 0 0 1 0 0 1 0 Approach EB NB SIB Opposing Approach SIB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 10.3 8.4 8.6 HCM LOS B A A Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 10% 0% 11 % Vol Thru, % 75% 90% 0% 89% Vol Right, % 25% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 79 252 76 73 LT Vol 0 26 0 8 Through Vol 59 226 0 65 RT Vol 20 0 76 0 Lane Flow Rate 92 293 88 85 Geometry Grp 2 7 7 2 Degree of Util (X) 0.121 0.405 0.106 0.116 Departure Headway (Hd) 4.751 4.979 4.31 4.93 Convergence,Y/N Yes Yes Yes Yes Cap 754 724 832 727 Service Time 2.78 2.707 2.038 2.96 HCM Lane V/C Ratio 0.122 0.405 0.106 0.117 HCM Control Delay 8.4 11.1 7.6 8.6 HCM Lane LOS A B A A HCM 95th-tile Q 0.4 2 0.4 0.4 21-295 Life Science Building Year 2027 Projected Conditions - Weekday AM Peak Hour Synchro 11 Report Page 253 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 6: Orrington Avenue & Alley Intersection Int Delay, s/veh 1.3 11/01/2021 Movement EBL EBR NBL NBT SBT SBR Lane Configurations *'+ Traffic Vol, veh/h 9 0 27 225 0 0 Future Vol, veh/h 9 0 27 225 0 0 Conflicting Peds, #/hr 0 0 36 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - Veh in Median Storage, # 0 1080872384 Grade, % 0 - 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 40 0 0 3 0 0 Mvmt Flow 10 0 31 262 0 0 Major/Minor Minor2 Major1 Conflicting Flow All 229 - 36 0 Stage 1 36 - Stage 2 193 Critical Hdwy 7.6 4.1 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 6.6 - Follow-up Hdwy 3.9 2.2 Pot Cap-1 Maneuver 643 0 1588 Stage 1 - 0 - Stage 2 718 0 - Platoon blocked, % Mov Cap-1 Maneuver 595 - 1544 Mov Cap-2 Maneuver 595 Stage 1 - - Stage 2 699 Approach EB NB HCM Control Delay, s 11.2 0.9 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 Capacity (veh/h) 1544 595 HCM Lane V/C Ratio 0.02 0.018 HCM Control Delay (s) 7.4 0.1 11.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 0.1 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday AM Peak Hour Page 254 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 7: Church Street & 525 Church Street Garaqe Access 11/01/2021 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *'+ Traffic Vol, veh/h 63 319 0 0 12 0 Future Vol, veh/h 63 319 0 0 12 0 Conflicting Peds, #/hr 63 0 0 63 4 1 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 1080852480 0 Grade, % 0 0 0 Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 4 0 0 0 0 Mvmt Flow 91 462 0 0 17 0 Major/Minor Major1 Minor2 Conflicting Flow All 63 0 480 - Stage 1 - - 63 Stage 2 - 417 Critical Hdwy 4.1 6.8 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 Pot Cap-1 Maneuver 1553 520 0 Stage 1 - - 0 Stage 2 - 639 0 Platoon blocked, % Mov Cap-1 Maneuver 1478 432 - Mov Cap-2 Maneuver - 432 Stage 1 - Stage 2 608 Approach EB SB HCM Control Delay, s 1.4 13.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1478 432 HCM Lane V/C Ratio 0.062 0.04 HCM Control Delay (s) 7.6 0.2 13.7 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.2 - 0.1 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday AM Peak Hour Page 255 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Capacity Analysis Summary Sheets Projected Weekday Evening Peak Hour Conditions Page 256 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r t r Traffic Volume (vph) 0 0 25 87 38 171 0 0 0 0 212 23 Future Volume (vph) 0 0 25 87 38 171 0 0 0 0 212 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 45 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.91 0.87 0.67 Frt 0.865 0.877 0.850 At Protected 0.950 Satd. Flow (prot) 0 0 1375 1745 1193 0 0 0 0 0 1749 1351 At Permitted 0.950 Satd. Flow (perm) 0 0 1375 1589 1193 0 0 0 0 0 1749 899 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 417 112 219 85 Link Speed (mph) 30 30 30 30 Link Distance (ft) 472 501 349 309 Travel Time (s) 10.7 11.4 7.9 7.0 Confl. Peds. (#/hr) 63 66 66 63 114 114 Confl. Bikes (#/hr) Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 4% 0% 0% 7% 0% 0% 0% 0% 5% 4% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 32 112 268 0 0 0 0 0 272 29 Turn Type Prot pm+pt NA NA Perm Protected Phases 9 1 4! 6 4! Permitted Phases 6 4 Detector Phase 9 14 6 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 25.0 25.0 25.0 Total Split (s) 30.0 25.0 35.0 35.0 Total Split (%) 33.3% 27.8% 38.9% 38.9% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 25.0 55.0 20.0 30.0 30.0 Actuated g/C Ratio 0.28 0.61 0.22 0.33 0.33 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 257 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street 11/01/2021 Lane Group 01 Lan4onfigurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 9.0 Total Split (s) 25.0 Total Split (%) 28% Yellow Time (s) 4.0 All -Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 258 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.05 0.10 0.62 0.47 0.08 Control Delay 0.1 1.7 14.3 26.9 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.1 1.7 14.3 26.9 0.4 LOS A A B C A Approach Delay 0.1 10.6 24.4 Approach LOS A B C Queue Length 50th (ft) 0 0 23 121 0 Queue Length 95th (ft) 0 13 64 162 0 Internal Link Dist (ft) 392 421 269 229 Turn Bay Length (ft) 45 Base Capacity (vph) 683 1109 435 583 356 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.05 0.10 0.62 0.47 0.08 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.62 Intersection Signal Delay: 15.9 Intersection LOS: B Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. Splits and Phases: 1: Sherman Avenue & Clark Street 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 259 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 1: Sherman Avenue & Clark Street Lane Group 01 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 260 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street --1.4---I } t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r Traffic Volume (vph) 166 512 0 0 0 0 0 203 145 0 0 0 Future Volume (vph) 166 512 0 0 0 0 0 203 145 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 40 0 0 0 0 70 0 0 Storage Lanes 1 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.94 Frt 0.850 At Protected 0.950 Satd. Flow (prot) 1711 3188 0 0 0 0 0 3219 1531 0 0 0 At Permitted 0.950 Satd. Flow (perm) 1669 3188 0 0 0 0 0 3219 1443 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 186 149 Link Speed (mph) 30 30 30 30 Link Distance (ft) 431 556 604 449 Travel Time (s) 9.8 12.6 13.7 10.2 Confl. Peds. (#/hr) 45 110 110 45 36 46 46 36 Confl. Bikes (#/hr) 37 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 4% 0% 0% 0% 0% 0% 3% 2% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 202 624 0 0 0 0 0 248 177 0 0 0 Turn Type Perm NA NA Perm Protected Phases 4 2 Permitted Phases 4 2 Detector Phase 4 4 2 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 44.0 44.0 26.0 26.0 Total Split (s) 44.0 44.0 26.0 26.0 Total Split (%) 62.9% 62.9% 37.1 % 37.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Act Effct Green (s) 39.0 39.0 21.0 21.0 Actuated g/C Ratio 0.56 0.56 0.30 0.30 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 261 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 2: Orrington Avenue & Church Street � � } I t 111/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.20 0.35 0.26 0.33 Control Delay 2.2 9.2 19.5 7.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 2.2 9.2 19.5 7.1 LOS A A B A Approach Delay 7.5 14.3 Approach LOS A B Queue Length 50th (ft) 3 71 42 9 Queue Length 95th (ft) 22 90 63 41 Internal Link Dist (ft) 351 476 524 369 Turn Bay Length (ft) 40 70 Base Capacity (vph) 1012 1776 965 537 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.20 0.35 0.26 0.33 Intersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 70 Control Type: Pretimed Maximum v/c Ratio: 0.35 Intersection Signal Delay: 9.8 Intersection LOS: A Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Orrington Avenue & Church Street tcz [R) 1 —1"04 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour Synchro 11 Report Page 262 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M t r Traffic Volume (vph) 58 403 196 0 0 0 0 270 67 43 355 0 Future Volume (vph) 58 403 196 0 0 0 0 270 67 43 355 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 50 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 1.00 Frt 0.955 0.850 At Protected 0.996 0.995 Satd. Flow (prot) 0 2891 0 0 0 0 0 1621 1516 0 1530 0 At Permitted 0.996 0.941 Satd. Flow (perm) 0 2859 0 0 0 0 0 1621 1516 0 1446 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 59 50 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 228 291 542 Travel Time (s) 12.6 5.2 6.6 12.3 Confl. Peds. (#/hr) 69 74 74 69 162 8 8 162 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 7% 4% 3% 0% 0% 0% 0% 2% 3% 20% 6% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 0 0 0 Mid -Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 714 0 0 0 0 0 293 73 0 433 0 Turn Type Perm NA NA custom Perm NA Protected Phases 10 26 6 26 Permitted Phases 10 26 Detector Phase 10 10 26 6 26 26 Switch Phase Minimum Initial (s) 30.0 30.0 24.0 Minimum Split (s) 36.0 36.0 30.0 Total Split (s) 36.0 36.0 30.0 Total Split (%) 32.7% 32.7% 27.3% Yellow Time (s) 4.5 4.5 4.5 All -Red Time (s) 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max None Act Effct Green (s) 30.0 72.0 24.0 72.0 Actuated g/C Ratio 0.27 0.65 0.22 0.65 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 263 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street 11/01/2021 Lane Group 02 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Grade (%) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Growth Factor Heavy Vehicles (%) Bus Blockages (#/hr) Parking (#/hr) Mid -Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 42.0 Minimum Split (s) 44.0 Total Split (s) 44.0 Total Split (%) 40% Yellow Time (s) 2.0 All -Red Time (s) 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode C-Max Act Effct Green (s) Actuated g/C Ratio 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 264 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a40lfaa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street -11 --1. 4--- t t 1I11/01/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.87 0.28 0.20 0.46 Control Delay 47.5 8.8 16.4 11.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 47.5 8.8 16.4 11.3 LOS D A B B Approach Delay 47.5 10.3 11.3 Approach LOS D B B Queue Length 50th (ft) 234 79 13 137 Queue Length 95th (ft) #338 122 52 207 Internal Link Dist (ft) 476 148 211 462 Turn Bay Length (ft) 50 Base Capacity (vph) 822 1061 369 946 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.87 0.28 0.20 0.46 Intersection Summa Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBSB, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 28.1 Intersection LOS: C Intersection Capacity Utilization 93.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. (Splits and Phases: 3: Chicago Avenue & Church Street A06 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour —114310 Synchro 11 Report Page 265 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa Lanes, Volumes, Timings 3: Chicago Avenue & Church Street Lane Group 02 v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour 11/01/2021 Synchro 11 Report Page 266 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 4: Orrington Avenue & Clark Street & Elgin Road 11/01/2021 Intersection Intersection Delay, s/veh 15.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBR SEL SER Lane Configurations r r Traffic Vol, veh/h 0 0 0 0 0 397 0 86 160 0 Future Vol, veh/h 0 0 0 0 0 397 0 86 160 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 0 0 2 0 7 5 0 Mvmt Flow 0 0 0 0 0 436 0 95 176 0 Number of Lanes 0 0 0 0 0 1 0 1 1 0 Approach WB SE Opposing Approach Opposing Lanes 0 0 Conflicting Approach Left NB WB Conflicting Lanes Left 2 1 Conflicting Approach Right SE NB Conflicting Lanes Right 1 2 HCM Control Delay 15.5 11.6 HCM LOS C B Lane NBLn1 NBLn2 WBLn1 SELn1 Vol Left, % 100% 0% 0% 100% Vol Thru, % 0% 0% 0% 0% Vol Right, % 0% 100% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 296 86 397 160 LT Vol 296 0 0 160 Through Vol 0 0 0 0 RT Vol 0 86 397 0 Lane Flow Rate 325 95 436 176 Geometry Grp 7 7 2 2 Degree of Util (X) 0.588 0.141 0.608 0.295 Departure Headway (Hd) 6.507 5.359 5.021 6.046 Convergence,Y/N Yes Yes Yes Yes Cap 553 667 724 593 Service Time 4.255 3.106 3.021 4.104 HCM Lane V/C Ratio 0.588 0.142 0.602 0.297 HCM Control Delay 18.2 9 15.5 11.6 HCM Lane LOS C A C B HCM 95th-tile Q 3.8 0.5 4.2 1.2 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour Synchro 11 Report Page 267 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th AWSC 5: Hinman Avenue & Church Street 11/01/2021 Intersection Intersection Delay, s/veh 11.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r Traffic Vol, veh/h 40 346 135 0 0 0 0 63 37 15 111 0 Future Vol, veh/h 40 346 135 0 0 0 0 63 37 15 111 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 1 1 0 0 0 0 1 0 0 0 0 Mvmt Flow 42 360 141 0 0 0 0 66 39 16 116 0 Number of Lanes 0 1 1 0 0 0 0 1 0 0 1 0 Approach EB NB SIB Opposing Approach SIB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 13 9.1 9.6 HCM LOS B A A Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 10% 0% 12% Vol Thru, % 63% 90% 0% 88% Vol Right, % 37% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 100 386 135 126 LT Vol 0 40 0 15 Through Vol 63 346 0 111 RT Vol 37 0 135 0 Lane Flow Rate 104 402 141 131 Geometry Grp 2 7 7 2 Degree of Util (X) 0.148 0.575 0.172 0.193 Departure Headway (Hd) 5.114 5.15 4.411 5.297 Convergence,Y/N Yes Yes Yes Yes Cap 698 700 809 675 Service Time 3.172 2.902 2.163 3.353 HCM Lane V/C Ratio 0.149 0.574 0.174 0.194 HCM Control Delay 9.1 14.7 8.1 9.6 HCM Lane LOS A B A A HCM 95th-tile Q 0.5 3.7 0.6 0.7 21-295 Life Science Building Year 2027 Projected Conditions - Weekday PM Peak Hour Synchro 11 Report Page 268 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 6: Orrington Avenue & Alley Intersection Int Delay, s/veh 0.5 11/01/2021 Movement EBL EBR NBL NBT SBT SBR Lane Configurations *'+ Traffic Vol, veh/h 18 0 5 364 0 0 Future Vol, veh/h 18 0 5 364 0 0 Conflicting Peds, #/hr 73 0 0 0 0 0 Sign Control Stop Stop Free Free Stop Stop RT Channelized - None None - None Storage Length 0 - Veh in Median Storage, # 0 1080872384 Grade, % 0 - 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 20 0 5 400 0 0 Major/Minor Minor2 Major1 Conflicting Flow All 283 - 0 0 Stage 1 0 - Stage 2 283 Critical Hdwy 6.8 4.1 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 5.8 - Follow-up Hdwy 3.5 2.2 Pot Cap-1 Maneuver 689 0 - Stage 1 - 0 Stage 2 746 0 - Platoon blocked, % Mov Cap-1 Maneuver 689 - Mov Cap-2 Maneuver 689 Stage 1 - - Stage 2 746 Approach EB NB HCM Control Delay, s 10.4 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 Capacity (veh/h) 689 HCM Lane V/C Ratio 0.029 HCM Control Delay (s) 10.4 HCM Lane LOS B HCM 95th %tile Q(veh) 0.1 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 269 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa HCM 6th TWSC 7: Church Street & 525 Church Street Garaqe Access 11/01/2021 Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *'+ Traffic Vol, veh/h 26 487 0 0 60 0 Future Vol, veh/h 26 487 0 0 60 0 Conflicting Peds, #/hr 105 0 0 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 1080852480 0 Grade, % 0 0 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 1 0 0 0 0 Mvmt Flow 27 507 0 0 63 0 Major/Minor Major1 Minor2 Conflicting Flow All 105 0 414 - Stage 1 - - 105 Stage 2 - 309 Critical Hdwy 4.1 6.8 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 Pot Cap-1 Maneuver 1499 572 0 Stage 1 - - 0 Stage 2 - 724 0 Platoon blocked, % Mov Cap-1 Maneuver 1379 471 - Mov Cap-2 Maneuver - 471 Stage 1 - Stage 2 666 Approach EB SB HCM Control Delay, s 0.5 13.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1379 471 HCM Lane V/C Ratio 0.02 0.133 HCM Control Delay (s) 7.7 0.1 13.8 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 0.5 21-295 Life Science Building Synchro 11 Report Year 2027 Projected Conditions - Weekday PM Peak Hour Page 270 of 274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa AutoTURN Exhibits Page 271 of274 Doc ID: 4bc6817e040cb90da216040abbb5a3ba3a401faa //C L K R T a / 1w CM /r %ice / "' BENCHY OVERHEAD i P-CRACKS(41 E RVRLA�A / - h _ BECK'S ��� �■ RESIDENTIAL HILTON ORRINGTON OFFICE BUILDING DEVELOPMENT EVANSTON, ILLINOIS u • 0 A SINGLE UNIT TRUCK INBOUND MANEUVERS SCALE: 1" = 30' DESIGN VEHICLE 30.00 4,00 20.00 - S U-30 Feet Width : 8.00 Track : 8.00 Lock to Lock Time : 6.00 Steering Angle : 31.8 Body of Vehicle - Front Tires Path - Rear Tires Path - DRAWN: MD CHECKED:LA DATE: 10-1 REV: 11-03-21 JK PROJECT # 21-19-195 EXHIBIT: Al Ken ig, Li ndg ren,O'Hara,A4naj Uoc ID: 4bcb8l e c a a a3ba3a4U1taa N w O N ti N O O) M 0- doe,KEs pDEVE OCP�` N0\5 E\1 051 0 I i7 .�BpUN� MPNEvvERs K oV UN`,� 'CRUG SGpve 1„ ; 3p, N vE"IG ,of Feet $ o0 6�8 �dth SCY �pGk�\tne 3 _0 tO p n9�e Steering °l god`1 Spath' o Front���e s path � Reap S�ce M N 00 _ n. D C Ev K11 p3.21 (A.� 00, �.Ha aAp�o ppD R i VOW. O .10'11 21 Ken 9 Dp(E j#2AAS6 PRO�EG2 as �XH�g�S P a a a a LOADING SPACE MEW ERHEAo � I CENCHT OV ENTRY PLPZA INIYIO • BECK'S BIRFao�,a, f1 �'Il 1 Y TOILETS 1 0 0 LOBBY i 0 TOILETS • BOH OFFICE 557 SF i ESIDENTIAL 0 4 LAB STOflAGE& MAIN&EMER ELEC VAULT WASTE ■ Iww.ss�xa i. ® 7,��J,��Igq�///j��I I{p\` JIIj1L ER PUR�AVPCE/FIRE TRPSH/ RECYCLE I / V i��ii_ A l w��I I� 114' CLEAR HEI HT/ 8'-2" CLE E 1 T 666eee+++TTT�F-OF����� �• III C /w1 HILTON ORRINGTON \ INBOUND OFFICE BUILDING DEVELOPMENT EVANSTON, ILLINOIS I DESIGN VEHICLE 19.00 00 11.00 l77 Passenger Vehicle Width Track Lock to Lock Time Steering Angle Body of Vehicle - Front Tires Path - Rear Tires Path - ESIDENTIAL L PASSENGER VEHICLE MANEUVERS LOADING SPACE L a � cn>vocv OVERHEAD � ENC9 H i I I� • ENTRY PLAZA Feet _ 7.00 GH .: 6.00 BIKE CRB(a) n 6.00 31.5 `� TOILETs TOIIr<Ts LOBBY 0 0 LAB STOMGE& MAIN&EMER ELE< VAELT WASTE ■ MROE / LOBB I1Pwas�u xl — C �IIi I�IIi \ HILTON ORRINGTON OUTBOUND I 0 BOH OFFICE WATERpE�p�E/FIRE E • C 1 • I SCALE: DRAWN: MD CHECKED:LA DATE: 10-1-19 REV: 11-03-21 Jw1O PROJECT # 21-195 EXHIBIT: B Ken ig, Li ndg ren,O'Hara,A4naj Uoc ID: 4bcb8l e c a a a3ba3a4U1taa N O N N 0) M 0-