HomeMy Public PortalAbout06-04-19 Plan Commission Agenda PacketPlan Commission
Tuesday, June 04, 2019
7:00 PM
Village Boardroom
24401 W. Lockport Street
Plainfield, IL 60544
Agenda
CALL TO ORDER
PLEDGE TO THE FLAG
ROLL CALL
APPROVAL OF MINUTES
Approval of the Minutes of the Plan Commission meeting held on May 21, 2019.
05-21-2019 Plan Commission Minutes.pdf
PUBLIC COMMENTS
DEVELOPMENT REPORT
OLD BUSINESS
NEW BUSINESS
CASE NUMBER: 1837-042519.SU.PP.FP
REQUEST: Special Use (Public Hearing), and Preliminary/Final Plat
LOCATION: NWC of Interstate 55 & US Route 30 Interchange
APPLICANT: 55/30 Acquisition, LLC
THE BOULEVARD Staff Report and Plats.pdf
The Bouldevard Preliminary Site Plans.pdf
The Boulevard Design Guidelines.pdf
The Boulevard Traffic Study.pdf
DISCUSSION
REMINDERS -
June 17th – Village Board at 7:00 p.m.
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Plan Commission Page - 2
June 18th – Plan Commission at 7:00 p.m.
ADJOURN
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Agenda Item No:
Plan Commission Agenda Item Report
Meeting Date: June 4, 2019
Submitted by: Tracey Erickson
Submitting Department: Planning Department
Item Type: Minutes
Agenda Section:
Subject:
Approval of the Minutes of the Plan Commission meeting held on May 21, 2019.
Suggested Action:
Attachments:
05-21-2019 Plan Commission Minutes.pdf
3
Plan Commission Record of Minutes
Date: May 21, 2019 Location: Village Hall CALL TO ORDER, PLEDGE, & ROLL CALL
Chairman Kiefer called the Plan Commission meeting to order at 7:21 p.m. immediately following the Zoning Board of Appeals meeting.
ROLL CALL: Commissioners Minnis, Renzi, Seggebruch, and Chairman Kiefer were present. Commissioners Heinen, Ruane, and Womack were absent. Plainfield Fire Protection District was present.
Plainfield Public Library District, Plainfield Township Park District and Plainfield Community
Consolidated School District 202 were absent.
OTHERS PRESENT: Yuchen Ding, Associate Planner; and Jonathan Proulx, Planning Director.
APPROVAL OF MINUTES
The minutes of the Plan Commission dated April 2, 2019 were approved as presented.
PUBLIC COMMENTS
Chairman Kiefer asked for public comment and there was no response. OLD BUSINESS
NEW BUSINESS Case No. 1835-041019.VAR.SPR 15809 S. Route 59 Vequity, LLC
Mr. Ding stated the applicant is seeking a recommended approval for a site plan review to redevelop the
existing gas station and convenience store at the northeast corner of Route 59 and Renwick Road with a new gas station and convenience store. The applicant is also seeking approval of a variance to permit a
rear yard setback encroachment similar in magnitude to the setbacks per the existing development, which
was approved by the Zoning Board of Appeals at their meeting on May 21, 2019.
Mr. Ding stated the subject property is a 43,842 square-foot lot located at northeast corner of Renwick
Road and Route 59. Currently, the lot is improved with a gas station providing eight (8) fuel islands and a small convenience store under the overhead canopy. The existing site also includes a detached carwash
facility on the rear side of the lot and protruding 7.87 feet. Mr. Ding reviewed the staff report dated May 17, 2019. Mr. Ding concluded prior discussion by the Plan Commission, staff recommends approval.
Chairman Kiefer swore in Ivan Nockov , representative for Vequity. Mr. Nockov stated the site will be demolished, including removal of fuel tanks. Mr. Nockov indicated the applicant is proposing to build a new 3,500 square foot 7 Eleven building, which would be built to 7 Eleven’s new standards, canopy with
fuel pumps, fuel lines, fuel tanks, and six-foot privacy fence along the rear of the property. Chairman Kiefer asked if the applicant is aware of the lighting issues staff has. Mr. Noekocv confirmed and will be
providing new cut-sheets to staff.
Chairman Kiefer asked for public comment.
Chairman Kiefer swore in Ms. Sandoval, resident. Ms. Sandoval stated she is an adjacent property owner and wants to learn more about what is planned for the site. Chairman Kiefer explained what the process
of tonight’s meeting and what will be the next steps. Mr. Proulx stated if there is an approval by the Plan
Commission the case will be go before the Village Board on June 3rd. 4
Plan Commission Minutes May 21, 2019
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Commissioner Renzi asked if the diesel pumps are on the north side of the property. Mr. Nockov confirmed. Commissioner Renzi asked if there will be traffic going over the diesel pumps. Mr. Nockov
stated a where fueling tank will be located and explained the standard that 7 Eleven has for the fueling
trucks. Commission Renzi asked if the fuel pumps will be located south of the diesel pumps. Mr. Nockov confirmed and stated there will be 12 pumps with no separate diesel pumps. Commissioner
Renzi asked if box trucks be able to fit under the canopy. Mr. Nockov stated most box truck should fit,
and the size of the canopy will be labeled. Commissioner Renzi commented that trailer trucks will not be able to utilize the site. Mr. Nockov confirmed.
Commissioner Seggebruch requested staff research the old rear site back as addressed in the Zoning Board of Appeals meeting. Commissioner Seggebruch asked if there is a right in/out on Route 59
because there is a turn lane with a medium on Route 59. Mr. Proulx confirmed. Commissioner
Seggebruch stated there will be full access points on Norman Ave. and Renwick Rd. Chairman Kiefer stated there should be signage for “No Left Turn” where needed. Commissioner Seggebruch suggested
repositioning the sprinkler room to the outside of the building. Mr. Nockov stated the issue is it would be on the façade of the building but will consider the suggestion.
Commissioner Minnis stated he appreciates the amount of information shared with the commission. Commissioner Minnis asked if the diesel pumps are under the canopy. Mr. Nockov indicated the diesel
pumps will not be under the canopy. Commissioner Minnis suggested moving the fuel pumps further
south so they are not at the entrance point on Route 59. Mr. Nockov explained how the moving the fuel pumps will directly affect the diesel pumps. Commissioner Minnis asked if the supply lines could be
extended. Mr. Nockov stated the supply lines can be extended to a certain point but will need special
permission for the extension. Chairman Kiefer asked if there will be bollards in front of the pumps. Mr. Nockov confirmed. Commissioner Seggebruch asked what is the route for the refueling trucks. Mr.
Nockov stated the trucks will access the site north on Route 59 and exit on to Norman Ave. Commissioner Renzi stated there should be directional signage for the people accessing the site and
explained why.
Commissioner Minnis made a motion to recommend approval of the requested site plan review for the
property located at 15809 South Route 59, subject to the following two (2) stipulations: 1. Compliance with the requirements of the Village Engineer; and
2. Compliance with the requirements of the Plainfield Fire Protection District.
Seconded by Commissioner Seggebruch. Vote by roll call: Renzi, yes; Seggebruch, yes; Minnis, yes;
Kiefer, yes. Motion carried 4-0.
Case No. 1839-050319.SPR 13521 S. Route 59 Meijer
Mr. Proulx stated as part of a regional effort to update the appearance of its stores and also complete
necessary building maintenance, Meijer is proposing to alter the exterior appearance of its building at 13521 S. Route 59. The store originally received site plan approval in 2005. Due to the magnitude of the
proposed exterior modifications, staff identified that formal site plan review was appropriate. Mr. Proulx reviewed the staff report dated May 17, 2019. Mr. Proulx concluded staff supports the
proposed exterior building modifications with recommendations, pending input from the Plan Commission and the applicant.
Chairman Kiefer swore in Dennis McClain, representative on behalf of Meijer. McClain provided the commission with current photos of the building and explained the updated renderings. 5
Plan Commission Minutes May 21, 2019
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Chairman Kiefer asked for public comment and there was no response.
Commissioner Seggebruch asked if the rendering labeled prototype would be a new building. Mr.
McClain confirmed. Commissioner Seggebruch asked if the new paint colors are in the gray or brown family. Mr. McClain stated the gray family. Commissioner Seggebruch stated he is not in favor of
painting the face brick at the entrances. Commissioner Seggebruch suggested the applicant paint the
cornice the corporate Meijer blue. Chairman Kiefer stated he is fine with the blue.
Commissioner Renzi indicated he agrees with his fellow commissioners that the blue would be good but
would be fine with whatever outcome staff and the applicant agrees to. Commissioner Seggebruch also suggested the roof of the garden center be painted blue along with the cornice.
Commissioner Minnis stated the blue canopies are not a distraction because the architecture elements in the development are similar and there is already blue from the other properties in the development.
Commissioner Minnis also indicated that since it is paint it can be changed in the future if needed. Commissioner Minnis stated he is comfortable with Meijer’s corporate colors.
Chairman Kiefer asked Mr. McClain if he is comfortable and will work with staff to resolve. Mr. McClain confirmed.
Commissioner Minnis made a motion to approve the site plan review for the proposed exterior building modifications to the Meijer store at 13521 S. Route 59.
Seconded by Commissioner Renzi. Vote by roll call: Minnis, yes; Renzi, yes; Seggebruch, yes; Heinen, yes; Ruane, yes, Kiefer, yes. Motion carried 4-0.
Case No. 1838-050119.SU 13717 S. Route 59 Axe Factor Throwing
Mr. Proulx stated the applicant is requesting approval of a special use for private recreation to permit an axe-throwing recreation business in Units 105 and 107 of the Plainfield Small Business Park. The size is
zoned I-1 with a planned development that also allows a variety of B-3-type uses in the large, multi-tenant building fronting Route 30. The Village’s Zoning Code requires that private recreation uses in the I-1 zoning district be approved through the special use application process.
Mr. Proulx reviewed the findings of fact in the staff report dated May 17, 2019 . Mr. Proulx concluded staff finds that the proposed Axe Factor private recreation facility on the subject property will not result in
significant impacts to adjacent properties or uses in the area and will complement existing uses on the property and in the general area. In advance of any comments from the public hearing or input from the
Plan Commission, staff recommends approval.
Chairman Kiefer swore in Tracy and Dale Musick, applicants. Chairman Kiefer asked the applicant to
tell the commission about their business. Ms. Musick stated they are a recreation axe throwing business,
there will be 6-8 people per lane, an instructor will teach them how to throw the axe and then once the people have learned there will be games. Chairman Kiefer asked if there will be alcohol severed. Ms.
Musick stated no. Chairman Kiefer asked for public comment and there was no response.
Commissioner Minnis asked the applicant what safety measures will be implemented. Mr. Musick
detailed the safety measures that will be used , which include but not limited to: the staff will be trained
to teach the customers how to throw an axe properly, the staff will spend time with each person teaching them the proper technique of throwing an axe, Staff will be supervising the customers during their 6
Plan Commission Minutes May 21, 2019
Page 4 of 5
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experience, Staff will be monitoring the customer entering the business to ensure they are in the right state of mind to throw an axe, and customers will need to sign a waiver.
Commissioner Seggebruch asked the applicant the lane dimensions, material, and how many people throwing at the lane. Ms. & Mr. Musick responded the lane sides and top are chain linked, the length,
width and height of the lanes are 12 feet, 2 targets in each lane, 2 people throw at the same time per lane,
and spectators are 5 feet behind. Commissioner Seggebruch asked the ceiling height of the space because he wants to make sure the chain link tops do not interfere with the fire sprinkler system. Mr. Musick
stated 16 feet. Commissioner Seggebruch asked if the area in the back of the space is for expansion. Ms.
Musick stated it will be used as a party room. Commissioner Seggebruch asked if there will be a league. Ms. Musick confirmed. Mr. Musick stated they are members of the W.A.T.L. (World Axe Throwing
League) and follow their rules and regulations. Commissioner Seggebruch asked the hours of operation.
Ms. Musick stated Wednesday and Thursday 4:00 p.m.-10:00 p.m., Friday Noon-Midnight, Saturday 11:00 a.m.-Midnight, and Sunday 10:00 a.m.-8:00 p.m. Commissioner Seggebruch asked how many
restrooms will be available. Ms. Musick stated three. Commissioner Renzi asked for clarification on where the restrooms are located. Mr. Musick pointed out the restrooms on the floor plan. Commissioner Seggebruch asked what is required for the build out. Mr. Musick indicated on the floor plan what they
will be adding and changing in the space.
Commissioner Renzi stated that the applicant has testified that they are committed to safety.
Commissioner Renzi indicated with the proximity to establishments that sell alcohol, the applicant will pay special attention to outside alcohol consumption. Chairman Kiefer asked if the there is verbiage
about alcohol consumption in the waiver. Mr. Musick confirmed.
Commissioner Minnis asked if there will be an age restriction. Ms. Musick stated it will be 13 years of
age, but they will also need to be able to safely throw an axe. Commissioner Seggebruch made a motion to adopt the findings of fact of staff as the findings of fact of
the Plan Commission and, furthermore, move to recommend approval of the special use for private
recreation for the business known as Axe Factor at 13717 S. Route 30 Units 105 and 107, subject to the following two (2) stipulations:
1. Compliance with the requirements of the Village Engineer; 2. Compliance with the requirements of the Plainfield Fire Protection District.
Seconded by Commissioner Minnis. Vote by roll call: Minnis, yes; Renzi, yes; Seggebruch, yes; Heinen,
yes; Ruane, yes, Kiefer, yes. Motion carried 4-0.
DISCUSSION
Chairman Kiefer stated that 119th Street needs to be restriped. Mr. Proulx stated that Public Works
assured him that it is on the list to be completed this year. Commissioner Renzi suggested Presidential Ave. near Woodfarm Rd. also needs to be restriped.
Commissioner Renzi informed staff that the train had 119th Street blocked for 40 minutes today. Commissioner Renzi asked staff reach out to the railroad and ask them not to block an intersection for an
extended period of time.
Chairman Kiefer read the reminders.
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Plan Commission Minutes May 21, 2019
Page 5 of 5
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ADJOURN Plan Commission meeting adjourned at 8:36 p.m.
Respectfully submitted by
Tracey Erickson
Tracey Erickson Recording Secretary
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Agenda Item No:
Plan Commission Agenda Item Report
Meeting Date: June 4, 2019
Submitted by: Tracey Erickson
Submitting Department: Planning Department
Item Type: New Business Item
Agenda Section:
Subject:
CASE NUMBER: 1837-042519.SU.PP.FP
REQUEST: Special Use (Public Hearing), and Preliminary/Final Plat
LOCATION: NWC of Interstate 55 & US Route 30 Interchange
APPLICANT: 55/30 Acquisition, LLC
Suggested Action:
Attachments:
THE BOULEVARD Staff Report and Plats.pdf
The Bouldevard Preliminary Site Plans.pdf
The Boulevard Design Guidelines.pdf
The Boulevard Traffic Study.pdf
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PROJ. MGR.:
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152,000 SF
4,200 SF
48,800 SF
26,000 SF
14,200 SF
22,500 SF
6,500 SF
14,000 SF
9,500 SF
8,400 SF
13,500 SF
11,500 SF
10,500 SF
5,000 SF
4,000 SF
16,300 SF
7,000 SF 4,000 SF
10,000 SF 7,600 SF
11,800 SF
4,000 SF
17,000 SF
27,000 SF
22,500 SF
18,700 SF
9,000 SF
3,200 SF
3,600 SF
3,200 SF
4,000 SF
RetentionPond
RetentionPond
U.S.
R
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Boul
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Illustrative Site Plan
The Boulevard: Plainfield and Joliet, Illinois
0 75 150 300
North
1Preliminary Plans
Prepared by Houseal Lavigne
THE BOULEVARDDRAFT
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RetentionPond
RetentionPond
B
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Parking Schedule
The Boulevard: Plainfield and Joliet, Illinois
Parking Zone Parking Provided
A 62
B 105
C 154
D 130
E 170
F 46
G 55
H 172
I 158
J 97
K 66
L 113
M 660
N 320
O 69
P 384
Q 76
R 38
S 86
4.34 parking stalls provided per 1,000 SF
2 Preliminary Plans
Prepared by Houseal Lavigne
THE BOULEVARD DRAFT
34
152,000 SF
4,200 SF
48,800 SF
26,000 SF
14,200 SF
22,500 SF
6,500 SF
14,000 SF
9,500 SF
8,400 SF
13,500 SF
11,500 SF
10,500 SF
5,000 SF
4,000 SF
16,300 SF
7,000 SF 4,000 SF
10,000 SF 7,600 SF
11,800 SF
4,000 SF
17,000 SF
27,000 SF
22,500 SF
18,700 SF
9,000 SF
3,200 SF
3,600 SF
3,200 SF
4,000 SF
RetentionPond
RetentionPond
PHASE 4
PHASE 1
PHASE 2
PHASE 3
Village of Plainfield
City of Joliet
U.S.
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Boul
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The Boulevard: Plainfield and Joliet, Illinois
0 75 150 300
North
Phasing Plan
3Preliminary Plans
Prepared by Houseal Lavigne
THE BOULEVARDDRAFT
35
RetentionPond
RetentionPond
Village of
Plainfield
City of
JolietU.S.
R
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3
0 Mink CreekVill
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Boul
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The Boulevard: Plainfield and Joliet, Illinois
0 75 150 300
North
City of Joliet
4 Preliminary Plans
Prepared by Houseal Lavigne
THE BOULEVARD DRAFT
36
RetentionPond
RetentionPond
City of
Joliet
Village of
Plainfield
U.S.
R
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Boul
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The Boulevard: Plainfield and Joliet, Illinois
0 75 150 300
North
Village of Plainfield
5Preliminary Plans
Prepared by Houseal Lavigne
THE BOULEVARDDRAFT
37
A B
D
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F
Renwick Rd
Propos
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Commercial
Townhome
Multi-Family
Figure 20
Residential Area
The Boulevard: Plainfield and Joliet, Illinois
Lot Use Size (acres)
A Commercial 1.84
B Commercial 1.84
C Townhome (10 du/ac)13.26
D Townhome (10 du/ac)17.14
E Multi-Family (20 du/ac)12.60
F Multi-Family (20 du/ac)7.71
Use Total Acres Residential Units
Commercial 3.68 –
Townhome 30.40 304
Multi-Family 20.31 406
6 Preliminary Plans
Prepared by Houseal Lavigne
THE BOULEVARD DRAFT
38
THE BOULEVARD: PLANNED DEVELOPMENT DESIGN GUIDELINES
March 23, 2019
Prepared by Houseal Lavigne
DRAFT
39
DRAFT
40
Intent and Applicability 1
Intent 1
Applicability 1
Relationship to Zoning and Subdivision Ordinances 2
Design Guidelines General Framework 2
Suppression of Plainfield and Joliet Codes 2
Applicable Zoning 2
Building Code 2
Administration 3
Procedures 3
Interpretations 5
Permitted Land Uses 6
Performance Standards 7
Site Development Standards 7
Signs 7
Parking and Loading 13
Landscape 15
Screening 18
Building Layout and Dimensional Standards 19
Building Façades 19
Building Height 20
Building Design Standards 20
Primary Façade Design 21
Secondary Façade Design 22
Tertiary Façade Design 22
Open Space 23
Application of Design Guidelines 23
Definitions 23
Exhibit 01 24
TABLE OF CONTENTS
DRAFT
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PHASE 3
PHASE 4
PHASE 1
PHASE 2
U.S.
R
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3
0
M ink CreekV illag e B oulevardPhase 1
Phase 2
Phase 3
Phase 4
Figure 01
DRAFT
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PHASE 3
PHASE 4
PHASE 1
PHASE 2
U.S.
R
o
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3
0
M ink CreekV illag e B oulevardPhase 1
Phase 2
Phase 3
Phase 4
Figure 01
Intent
The Boulevard Planned Development establishes the vision for the parcels located in the
four phases of the development located at the northwest corner of the intersection of I-55
and US Route 30, including areas in both Joliet and Plainfield. The vision is to establish a
hybrid lifestyle shopping center with a pedestrian friendly, mixed-use environment.
The Boulevard Planned Development Design Guidelines have been developed to
encourage the use of exciting and unique storefronts and gathering spaces to create a
shopping environment that attracts customers and results in increased sales. Through
careful planning each store and building should become inviting and effective retail
establishments which will be compatible with the overall design and quality of the
development. The streetscape should be designed to encourage patrons to linger and
relax through well landscaped areas and pedestrian amenities. The various buildings
which will comprise The Boulevard should create a unique environment that makes the
development a new destination for shopping and dining in the region.
Applicability
The Boulevard Planned Development Design Guidelines, heretofore referred to as the
Design Guidelines, are the mandatory development standards approved as a part of
The Boulevard Planned Development. All development within The Boulevard Planned
Development boundaries is subject to the following:
Planned Development Ordinance Regulations;
The Boulevard Planned Development Design Guidelines; and
The applicable Plainfield or Joliet regulations and approval processes, depending on
the jurisdiction in which that portion of the property is located.
The Boulevard Planned Development is divided into four phases as depicted in Figure
01. A development application is currently pending with respect to Phase 1 and therefore
that Phase shall be exempt from the requirements herein. The Design Guidelines will
apply to Phases 2, 3, and 4 of the development and will regulate:
Permitted land uses;
Site development standards;
Building layout and dimensional standards;
Building design standards; and
Open space requirements;
INTENT AND APPLICABILITY
1Planned Development Design Guidelines
Prepared by Houseal Lavigne
THE BOULEVARDDRAFT
43
RELATIONSHIP TO ZONING AND SUBDIVISION ORDINANCES
Design Guidelines General Framework
The Design Guidelines are comprised of standards for permitted land uses, site
development standards, building layout and dimensional standards, building design
standards, and open space requirements.
Suppression of Plainfield and Joliet Codes
The provisions of The Boulevard Planned Development and the Design Guidelines
supersede the development standards of the Plainfield and Joliet zoning, sign, and
subdivision ordinances. Where these guidelines are silent on any matter relating to land
use, building, or development, applicable provisions of these ordinances that do not
conflict with these guidelines shall apply.
Applicable Zoning
The terms of The Boulevard Planned Development and the Design Guidelines shall
prevail over other conflicting provisions of the Plainfield and Joliet municipal codes, but
other generally applicable provisions of the municipal codes shall apply where not in
direct conflict with the terms of The Boulevard Planned Development.
Building Code
The provisions of The Boulevard Planned Development and the Design Guidelines
are not intended, in any way, to modify or amend the provisions of the building codes
or other applicable life safety ordinance or laws of Plainfield or Joliet. In any case
where building codes or life safety regulations conflict with The Boulevard Planned
Development, the building or life safety regulations shall apply.
2 Planned Development Design Guidelines
Prepared by Houseal Lavigne
THE BOULEVARD DRAFT
44
ADMINISTRATION
Procedures
1. Jurisdiction.
a. Plainfield
i. A portion of The Boulevard is located in the Village of Plainfield. The Village
of Plainfield shall have sole and exclusive jurisdiction over the review and
approval of plans for that portion of The Boulevard located in the Village of
Plainfield. The Village acknowledges that portions of The Boulevard located
in the Village of Plainfield will service buildings located in the City of Joliet
and that portions of The Boulevard located in the City of Joliet will service
buildings located in the Village of Plainfield. The Village acknowledges
that it will benefit from areas within its jurisdiction that will service buildings
located in the City of Joliet and will not withhold or otherwise delay the
review and approval of plans, the signature of plats or the issuance of
permits for said portions of the The Boulevard that may provide parking,
signage or other benefits (consistent with these Design Guidelines) for
that portion of The Boulevard located in the City of Joliet. Where any
portion of The Boulevard is located entirely within the jurisdiction of the
City of Joliet, the Village acknowledges that it shall have no authority
to review plans or issues permits for said portion of the property.
b. Joliet
i. A portion of The Boulevard is located in the City of Joliet. The City
of Joliet shall have sole and exclusive jurisdiction over the review and
approval of plans for that portion of The Boulevard located in the City of
Joliet. The City acknowledges that portions of The Boulevard located in
the City of Joliet will service buildings located in the Village of Plainfield
and that portions of The Boulevard located in the Village of Plainfield will
service buildings located in the City of Joliet. The City acknowledges that
it will benefit from areas within its jurisdiction that will service buildings
located in the Village of Plainfield and will not withhold or otherwise delay
the review and approval of plans, the signature of plats or the issuance
of permits for said portions of The Boulevard that may provide parking,
signage or other benefits (consistent with these Design Guidelines) for
that portion of The Boulevard located in the Village of Plainfield. Where
any portion of The Boulevard is located entirely within the jurisdiction
of the Village of Plainfield, the City acknowledges that it shall have no
authority to review plans or issues permits for said portion of the property.
c. Intergovernmental Cooperation
i. It is anticipated that the Village of Plainfield and the City of Joliet
will enter into an intergovernmental agreement concerning, among
other things, the provision of utility services, police and fire services,
snow plowing and the maintenance of public right-of-way.
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2. Pre-filing Review and Transmittal of Application.
a. Conference.
i. A prospective applicant, prior to submitting a formal application for
the development of a site in The Boulevard Planned Development,
shall meet for a pre-filing conference(s) with the appropriate designee
as defined herein, the designee, and any other Plainfield or Joliet
official or employee designated by the designee. The purpose of
the conference(s) is to help the applicant understand the vision,
purpose, and intent of The Boulevard Planned Development, and
the Design Guidelines, and the application requirements.
b. Filing of Application. Following the completion of the prefiling conference(s), the
applicant shall file an application for the development of a site in The Boulevard
Planned Development in accordance with this Section. The appropriate designee
as defined herein shall deliver copies of the application to other Plainfield or
Joliet departments for review and comment if deemed necessary by the designee.
c. Deficiencies. The appropriate designee as defined herein shall determine whether
the application is complete. If the designee determines that the application is
not complete, he/she shall notify the applicant in writing of any deficiencies.
d. Review by Designee. Upon receiving the complete application, the appropriate
designee as defined herein shall determine whether the proposed development:
i. Would constitute a minor change to The Boulevard
Planned Development and Design Guidelines; or
ii. Would constitute a major change to The Boulevard
Planned Development and Design Guidelines.
e. Major Change. Major Changes are modifications which alter the concept
or intent of The Boulevard Planned Development or these Design
Guidelines. Factors which shall be considered in determining whether
a proposed change constitutes a major change include those which:
i. Are inconsistent with the Intent and Purpose set forth herein;
ii. Seek approval of a use not specifically permitted or
substantially similar to a use permitted herein;
iii. Require greater than 10 percent modification
of the standards set forth herein; or
iv. Require a deviation or variance from an applicable provision of the
Municipal Code of Plainfield or Joliet, whichever is applicable.
f. Minor Change. Minor Changes are modifications that are not defined as
major changes and do not alter the concept or intent of The Boulevard
Planned Development or Design Guidelines. Final approvals of a site plan,
landscape plan, engineering plans, and building elevations for each Phase or
any sub phase of The Boulevard shall be processed as a Minor Change unless
a Major Change is required pursuant to the definition of a Major Change
as set forth herein. Minor Changes shall be approved by the applicable
jurisdiction provided that the application meets the requirements of these
Design Guidelines and any other applicable municipal code provisions.
g. Process for Review and Approval. The Major Change or Minor Change,
as applicable, shall be processed in accordance with the applicable
municipal code. All Major Changes shall require a public hearing before
the applicable planning and zoning commission and shall be approved
by ordinance of the Village Board or City Council, as appropriate. Minor
Changes shall not require a public hearing, but shall be approved by
ordinance of the Village Board or City Council, as applicable.
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3. Application Requirements.
a. The applicable municipal application for a major change, minor change, or
planned development, whichever is applicable, shall be filed with the appropriate
designee as defined herein. Said application shall specify whether it is for a
Major Change or Minor Change and shall be in such form and accompanied
by such information, as shall be determined by the designee. Every application
shall contain, at a minimum, the following information, and related data:
i. The names and addresses of the owner of the subject site, the
applicant, and all persons having an ownership or beneficial interest
in the subject site and proposed planned site development.
ii. A statement from the owner of the subject site, if not the applicant,
approving of the filing of the application by the particular applicant.
iii. A survey of, and legal description and street address for the subject site.
iv. A statement indicating compliance of the proposed planned site
development with The Boulevard Planned Development and
Design Guidelines, or if not compliant, the manner in which it is
not compliant and justification for approval of a Major Change.
v. A scaled site plan showing the existing contiguous land uses, natural
topographic features, development phase, public thoroughfares,
transportation, and utilities along with the proposed planned
site development showing building façade designation; building
location and relation; build-to-line; and building separation.
vi. Schematic drawings illustrating the design and character of the
building elevations. The drawings shall also include a schedule
showing the number, type, and floor area of all uses or combinations
of uses, and the floor area of the entire development.
vii. A landscaping plan showing the location, size, character
and composition of vegetation and other material.
viii. Engineering plan, either final engineering or preliminary
engineer, as may be appropriate based on whether applicant
is seeking a Minor Change or a Major Change.
ix. A schedule of development showing the approximate date for beginning and
completion of each stage of construction of the planned site development..
Interpretations
If uncertainty exists regarding the interpretation of terms, development standards,
architectural standards, or any other regulation contain within these guidelines, the
appropriate designee as defined herein shall determine the intent of the provision in
question.
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PERMITTED LAND USES
Permitted uses in The Boulevard Planned Development are reflected in Table 01.
1. Permitted Uses. Uses which are marked by a “P” in
the table are allowed as a matter of right.
2. Conditional Uses. Uses which are marked by a “C” in the table shall
require approval as a Major Change in order to determine if the
use is appropriate in the context of the Purpose and Intent of The
Boulevard Planned Development and these Design Guidelines.
3. Uses Not Permitted. Uses which are marked by a “X” in the table are
prohibited, unless subsequently permitted as a Major Change.
4. Uses Not Listed. In the event that a use is proposed that is not listed in the
table, the appropriate designee as defined herein shall determine if the use is
the same or similar to a use listed in the table. If it is, the use shall be treated
in the same manner as the “similar” use. If not, the use is prohibited.
Table 01: Permitted Land Uses
Permitted Land Use Phase 2 Phase 3 Phase 4
Retail Uses
General retail P P P
Wholesale X X X
Grocery store C C C
Alcoholic Beverage Retailer C C C
Motor Vehicle Uses
Gasoline service/sales X X X
Eating/Drinking Uses
Coffee/tea shop P P P
Fast casual restaurant P P P
Sit-down restaurant1 P P P
Tavern/brew pub1 P P P
Outdoor dining P P P
Entertainment Uses
Theater or cinema X P P2
Entertainment, recreation, or amusement facility X P X
Service Uses
Athletic, health, or fitness facility X P P2
Bank, no drive in P P P
General service P P P
Temporary and Permanent Dwelling Uses
Hotel3 C P P
Multifamily dwelling3 X X C
1. Shall not derive more than 45 percent of gross sales from the sale of wine, beer, or other alcoholic beverages.
2. Shall be located more than 200 feet from every boundary of Phase 1.
3. Street activating uses such as retail, leasing offices, club rooms, fitness rooms, lobbies, and the like are encouraged on the first level.
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PERFORMANCE STANDARDS
Uses in The Boulevard Planned Development shall be prohibited from activities which
may produce or cause any of the following:
Any noise or sound that is objectionable due to intermittence, beat, frequency,
shrillness, or loudness;
Any obnoxious odor;
Any excessive quantity of dust, dirt, or fly ash; provided however, this prohibition shall
preclude the sale of soils, fertilizers, or other garden materials or building materials in
containers of incident to the operation of a wholesale, home improvement, or general
merchandise store operated by a national or regional chain;
Any fire, explosion, or other damaging or dangerous hazard, including the storage,
display, or sale of explosives or fireworks, but the foregoing shall not prohibit the
operation of a gasoline service/sales use as permitted herein or a propane sales facility
as permitted herein and in accordance with applicable law or the sale of fireworks on
a temporary basis in connection with civic holidays conducted within the confines
of a building containing at least 25,000 square feet of floor area and operated by a
national chain; or
Any dumping of garbage or refuse, other than in enclosed receptacles intended for
such purpose.
SITE DEVELOPMENT STANDARDS
Signs
The provisions of this section of the Design Guidelines shall govern the display,
construction, erection, alteration, use, location, repair, and maintenance of all signs,
together with their appurtenant and auxiliary devices in respect to structural and fire
safety in The Boulevard Planned Development.
1. Sign Measurement.
a. Area to be Included. The supporting structure or bracing of a sign shall be
omitted in measuring the area of the sign unless such structure or bracing is made
part of the message or face of the sign. Where a sign has more than one display
face, the area of the sign shall be measured by the largest if the display faces.
b. Area of Signs. The area of signs shall be measured by computing the
area of the smallest regular geometric figure that can encompass all
words, letters, figures, emblems, and other elements of sign copy.
c. Multiple Users. Where more than one user occupies a building, the owner of the
building shall be responsible for allocating permitted signage among such users.
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2. Sign Size. The maximum size of aggregate sign(s), regardless of sign type, shall not
be greater than one square foot of sign area per lineal foot of building frontage.
3. Permitted Signs. The following sign types shall be permitted
in The Boulevard Planned Development.
a. Shopping Center Signs
i. Highway Electronic Message Center.
1. The existing pole sign located adjacent to I-55 and as
identified in the Site Plan shall be permitted.
2. The pole sign shall be converted to include a panel
identifying The Boulevard, which signage panel shall
be not larger than 256 square feet per side.
3. The pole may also be converted to include a electronic
message center, which electronic message center shall
be not larger than 334 square feet per side.
ii. Multi-Tenant Shopping Center Signs
1. One multi-tenant shopping center sign shall be
permitted for each phase of The Boulevard.
2. Multi-tenant shopping center signs shall be two-sided signs attached
to a permanent foundation or decorative base and not attached or
dependent on support from any building, pole, posts, or similar uprights.
3. The building materials of the permanent foundation or decorative
base of a multi-tenant shopping center sign should be consistent with
the building materials used in the phase for which the sign relates.
4. The shopping center sign shall be not taller than twenty feet (20’)
in height nor have a sign area greater than 50 square feet.
5. Multi-tenant shopping center signs shall only be comprised
of individually affixed copy or an electronic message
board. Flat or box signs shall be prohibited.
6. The shopping center sign shall be located not less than ten feet (10’)
from any street frontage, public or private, or any drive aisle.
7. To protect visibility of automotive traffic, cyclists, riders, and
pedestrians, no substantial impediment to visibility shall be created
or maintained at the intersection of any street and parking drive
aisle within the triangular area created by measuring 46 feet along
the street and parking drive aisle from the intersection of the street
and parking drive aisle and a line connecting those points.
8. A landscape planting area is required at the base of all multi-
tenant shopping center signs. The landscape area shall be
at least equal to the square footage of the sign in question
and shall feature landscape materials which are consistent
with and complementary to other required landscape.
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b. Wall Signs. The installation of a wall sign requires a sign permit
issued by the appropriate designee as defined herein.
i. Wall signs shall be permitted on any facade with street
frontage (public or private) and facade adjacent to an off-street
parking area where customer access is also available.
ii. Wall signs shall not exceed a maximum area of one and one-half
(1.5) square feet for each linear foot of each facade on which a
sign is permitted. On multi-story buildings, wall signs shall be
permitted for both first and second story tenants with each floor
being allotted a maximum sign area of one and one-half square
feet for each linear foot of façade on which a sign is permitted.
iii. No wall sign shall protrude above the highest roof
line or above the top of the parapet wall.
iv. No wall sign shall horizontally project more than 12 inches from
the wall of the building or structure to which it is attached.
v. Only one wall sign per building frontage of the building
or unit of a building shall be permitted.
vi. On multiple-tenant buildings with multiple wall signs, all signs shall be of the
same style, proportions, base colors, and constructed of the same materials.
vii. Wall signs shall only be comprised of individually affixed
copy. Flat or box signs shall be prohibited.
viii. Wall signs may be illuminated through external sources.
Internal illumination shall be prohibited.
ix. No wall sign shall cover any architectural features (architectural features shall
include, but not be limited to: pediment, cornice, belt course, pier, windows,
pilaster, roof, decorative stone or tile inlay, kick plate/bulkhead, raised or
colored brick pattern, and corbel) of the building to which it is affixed.
x. No wall sign shall be affixed to HVAC screening, elevator overrun,
or other features protruding from the roof of the structure, with
the exception of building parapets which have been designed and
integrated into the architecture of the building and which are in line
with and not set back from the perimeter façade of the building.
xi. Standalone or attached outlot buildings may display an
additional wall sign towards a main parking area of the
development and not oriented towards a street.
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c. Monument Signs. The installation of a monument sign requires a sign
permit issued by the appropriate designee as defined herein.
i. The maximum size of a monument sign shall be
based on building frontage per Table 02.
ii. The maximum height of any monument sign shall be no
greater than 8 feet above the center line datum elevation of
the street immediately adjacent to the sign location.
iii. Each building, including multi-tenant buildings may not have more than
one monument sign, with a maximum of two display surfaces. However,
any building, including multitenant buildings, which front on more than one
roadway for an excess of 250 feet may display a secondary monument sign,
the size of which shall be equal to or less than the primary monument sign.
iv. To protect visibility of automotive traffic, cyclists, riders, and
pedestrians, no substantial impediment to visibility shall be created
or maintained at the intersection of any street and parking drive
aisle within the triangular area created by measuring 46 feet along
the street and parking drive aisle from the intersection of the street
and parking drive aisle and a line connecting those points.
v. Monument signs shall only be comprised of individually affixed copy or
an electronic message board. Flat or box signs shall be prohibited.
vi. Monument signs featuring individually affixed copy may be
illuminated through external sources. Internal illumination
of individually affixed copy shall be prohibited.
vii. No part of any monument sign may be closer than five feet from any street
frontage, public or private, and any drive aisle, right-of-way or build-to-line.
viii. No monument sign shall be located within eight feet of any electrical
power line, service drops, line conductors, or in any location where
the appropriate designee, as defined herein, finds a reasonable danger
that any electric power line would come in contact with the sign.
Table 02: Permitted Monument Sign Allowance
Building Frontage Maximum Sign Area per Face
≤ 50 Feet 25 square feet
> 50 feet 25 square feet plus one additional square foot of sign area per each two feet, or major fraction thereof, of building frontage beyond 50 feet
Maximum 50 square feet
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4. Window Signs. Window signs may cover a maximum of 20
percent of the window on which the sign shall be located. The
installation of a window sign does not require a sign permit.
5. Temporary Signs. The installation of a temporary sign does not require a sign permit.
a. The maximum size of a temporary sign shall not be greater than six square feet.
b. The maximum height of a temporary sign shall be no greater
than three feet above the center line datum elevation of the
street immediately adjacent to the sign location.
c. No part of any temporary sign may be closer that five feet
from any street right of way or property line.
d. To protect visibility of automotive traffic, cyclists, riders, and pedestrians,
no substantial impediment to visibility shall be created or maintained at the
intersection of any street and parking drive aisle within the triangular area created
by measuring 46 feet along the street and parking drive aisle from the intersection
of the street and parking drive aisle and a line connecting those points.
e. A maximum of two temporary signs shall be displayed concurrently.
f. A temporary sign shall be displayed for a period not to exceed
60 days per calendar year. The appropriate designee as define
herein may permit extensions to this time limit.
g. No temporary sign, nor any portion thereof, shall be
affixed to any building, sign, or structure.
h. No temporary sign shall be located within two feet of any
electrical power line, service drop, or line conductor.
i. Temporary signs shall be constructed of durable, all weather material.
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6. On-Site Traffic Directional Sign. Onsite traffic directional signs are permitted
as necessary to assist in the movement of vehicular traffic on a property
for the purpose of the safety of both pedestrian and vehicular traffic.
a. The maximum size of any onsite traffic directional sign
shall not be greater than three square feet.
b. The maximum height of any onsite traffic directional
sign shall not be greater than three feet.
c. No part of any onsite traffic directional sign may be closer than
25 feet from any street right-of-way or property line.
d. No part of any onsite traffic directional sign may be
located within any required landscape areas.
e. On-site traffic directional signs shall be double-sided engineering
grade reflective aluminum or similar material.
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Parking and Loading
The provisions of this section of the Design Guidelines are intended to provide
accessible, attractive, secure, and well maintained off-street parking and loading areas
with the appropriate number of spaces in proportion to the needs of the proposed use,
increase public safety by reducing congestion of roadways and circulation areas, and to
encourage The Boulevard Planned Development patrons to park once and walk between
developments in the site. Required parking shall not be calculated on a lot-by-lot basis,
but shall be calculated based on each phase. To this end, a use located in the City of
Joliet may rely on parking located in the Village of Plainfield, provided that said parking is
located in the same phase of The Boulevard. Parking may be constructed in sub phases,
provided that sufficient access is provided to the sub phase and the proposed parking
supply meets the applicable minimum requirements for the uses to be established in said
sub phase. Parking shall be a permitted principle use of a lot in The Boulevard.
1. Parking Spaces Required. The total number of parking and loading spaces shall
be based upon the sum of the separate requirements for each proposed use of
the development phase, except as otherwise provided for in this Section.
2. Amount of Parking Required. The minimum number of parking spaces to
be provided for the designated uses shall be as follows in Table 03.
Table 03: Parking Requirements
Land Use Minimum Parking Requirement
Retail Uses
General retail 1/250 GFA
Multi-tenant retail (in excess of 120,000 square feet)1/250 GFA
Wholesale 1/800 GFA
Motor Vehicle Uses
Gasoline service/sales 1/Gas Pump
Eating/Drinking Uses
Coffee/tea shop 1/250 GFA
Fast casual restaurant 1/250 GFA
Sit-down restaurant 1/250 GFA
Tavern/brew pub 1/250 GFA
Entertainment Uses
Theater or cinema 1/4 Seats
Entertainment, recreation, or amusement facility 1/250 GFA
Service Uses
Athletic, health, or fitness facility 1/250 GFA
Bank, no drive in 1/300 GFA
General service 1/300 GFA
Temporary and Permanent Dwelling Uses
Hotel 1/room and 1/250 GFA of conference or restaurant area
Multifamily dwelling 2.0/dwelling unit
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3. Design Standards. Each required off-street parking space
shall conform to the standards detailed in Table 04.
4. Surfacing. All off-street parking areas shall be improved with a hard-surfaced, all
weather, dustless material as approved by the appropriate designee as defined herein.
5. Striping. All off-street parking areas shall delineate parking spaces with paint
or other permanent materials, which shall be maintained in a clearly visible
condition. Americans with Disabilities Act compliant parking spaces shall
be identified with the appropriate sign and shall be visible at all times of
the year, regardless of snow cover, plant growth, or similar conditions.
6. Curbing. Curbing shall be provided along the perimeter of parking
areas, internal walkways, and landscape islands to prevent vehicles from
damaging or encroaching upon pedestrian spaces or landscaped areas.
7. Drainage and Grading. Where a parking area will be used to detain
stormwater runoff, the depth of water shall not exceed six inches.
8. Lighting. Adequate lighting shall be provided for parking areas. Poles on
which lights are mounted shall not exceed 20 feet in height. Illumination
shall be arranged to deflect light away from adjacent properties and streets.
Full cutoff luminaries with angles of not more than ninety degrees shall
be utilized. Flat lenses are required for all lighting fixtures. Illumination
shall not exceed one-half foot-candle at the property line.
9. Loading Spaces. Loading spaces shall be provided in compliance with the
applicable municipal code, provided that no designated loading spaces shall
be required for a building comprising less than 18,000 square feet. .
Table 04: Parking Design Standards
Parking Angle Single Loaded Module Width (A)Double Loaded Module Width (B)Stall Width (C)Stall Length (D)Aisle Width (E)45°32’51’9’18’12’
90°42’60’9’18’24’
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U.S.
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0
V illag e B oulevardM ink CreekParking Lot Interior Area
Building Foundation Area
Parking Lot Perimeter Area
Figure 11
Landscape
Landscape required by this Section shall mean living plants in a combination of
trees, shrubs, and/or ground cover. Unless otherwise stated in this ordinance, all size
specifications for plant materials shall be based upon the time of planting. When caliper
is specified for tree planting, the caliper of the tree trunk shall be measured at 12 inches
above the ground level. Any plant materials used to meet the requirements of this Section
shall not include any plant material determined by the State of Illinois as an invasive
species. The use of native landscape materials is encouraged.
1. Planting Types.
a. Canopy trees: A self-supporting woody, deciduous plant having not less
than a two and one-half inches caliper and reaches a mature height of
not less than 20 feet and a mature spread of not less than 15 feet.
b. Ornamental trees: A self-supporting woody, deciduous plant having not
less than a one and one-half inches caliper and normally attains a mature
height of at least 15 feet and usually has one main stem or trunk and many
branches. Several species may appear to have several stems or trunks.
c. Evergreen trees: A tree having foliage that persists and remains green
throughout the year and having a height of not less than six feet at
installation and maturing to a height of not less than 20 feet.
d. Shrub: A woody perennial plant (deciduous or evergreen) of low
to medium height characterized by multiple stems and branches
continuous from its base and having a height of not less than two feet
and normally maturing to a height of not more than five feet.
e. Ground cover: Plants, other than turf grass, normally reaching an
average maximum height of not more than 18 inches at maturity.
2. Required Landscape Elements. Figure 11 illustrates
the location of required landscape areas.
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3. Building Foundation Area.
a. All buildings are required to maintain a building foundation area
along primary and secondary façades with a minimum depth of five
feet. No building foundation area landscape shall be required on any
secondary façade of a building designated as a service area. However,
the use of landscape elements such as planters is encouraged to
minimize the visual impact of any “back-of-house” type activities.
b. Building foundation plantings shall be designed to supplement and
complement other required landscape elements, to frame important
views, and visually soften long expanses of wall. Building foundation
planting shall respond to the windows and materials of the building.
c. Foundation plantings shall be installed across a minimum of 50 percent
of the length of the primary façade and a minimum of 60 percent of
the length of the secondary façade, except where walkways, entrances,
outdoor patios or other similar amenity spaces are located.
4. Parking Lot Interior Area.
a. All parking lots shall include landscaping and trees located within the parking
area as required by this Section. Landscape elements required by this Section
shall be in addition to landscape elements required under other sections of the
Design Guidelines. It is the objective of this Section to provide shade within
parking areas, break up large expanses of parking lot pavement, provide a safe
pedestrian environment, and assist in the absorption of stormwater runoff.
b. One parking lot island shall be provided between every 20
parking spaces. Parking lot island locations may be varied based
on the specific site requirements or design scheme.
c. Double rows of parking shall provide parking lot islands
that are the same dimension as the double row.
d. A minimum of one canopy tree shall be provided for every
parking lot island. If the island extends the width of a double
row, then two (2) canopy trees shall be provided.
e. The use of ornamental trees, evergreen trees, shrubs, and other plant
materials are encouraged to supplement the canopy tree plantings but
shall not create visibility concerns for automobiles and pedestrians.
f. Parking lot islands shall be at least 144 square feet in area and at least six
inches above the surface of the parking lot and protected with concrete
curbing, except where designed specifically for the absorption of stormwater.
g. Parking lot islands shall be properly drained and irrigated as
appropriate to the site conditions to ensure survivability.
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5. Parking Lot Perimeter Area.
a. Parking lot design shall provide for perimeter landscape areas around the
perimeter of each phase of The Boulevard. Perimeter landscape areas shall
not be required internal to a phase or between individual lots in each phase.
b. Perimeter landscaping shall be a minimum depth of seven feet as
measured from the back of curb, to accommodate vehicle bumper
overhang and ensure planting areas that are adequate in size.
c. The landscape treatment shall run the full length of the parking lot and shall
be located between the property line and the edge of the parking lot. All
perimeter parking lot p areas shall be protected with raised concrete curbs.
d. Perimeter parking lot landscaping shall consist of a minimum of two evergreen or
ornamental trees, one canopy tree, 20 shrubs, and 40 ground cover plantings.
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Screening
1. Trash and Recycling Receptacles
a. Trash and recycling receptacles shall be screened using a solid material screening
or full screening landscape on three sides to a height that screens the containers,
having a minimum height of six feet, and a maximum height of eight feet.
b. The use of materials that are not solid, such as slats in chain-
link, shall not be used to meet this requirement.
c. Materials and elevations for enclosures that are attached to buildings shall
be the same materials and elevations as used on the main structure.
d. Enclosure openings directly visible from a public right-of-way shall have a solid
material gate. For larger enclosure areas, a separate gate access is encouraged.
e. Enclosures shall be of an adequate size to accommodate expected
containers. It is encouraged to design the enclosure area to be
expandable to accommodate future additional containers.
f. Trash enclosures shall not be located within a required street front or
street side setbacks or occupy area used for required parking spaces.
2. Ground Mounted Mechanical Units
a. All ground-mounted mechanical units, including but not limited to
air-conditioning condensers, heat pumps, ventilation units, computer
cooling equipment, etc., and any related utility structures and equipment,
that are visible from any public space in The Boulevard Planned
Development shall be screened from public view. The screening may
consist of fencing, landscaping or some combination thereof. The
screening shall be designed and established so that the area or element
being screened is no more than 20 percent visible through the screen.
3. Roof Mounted Mechanical Units
a. All roof-mounted mechanical units shall be screened from any public space
in The Boulevard Planned Development using an opaque screening material
compatible with the architecture of the building or architecturally designed
screening such as a parapet wall. The screening of the roof-mounted
units shall be designed to blend with the building and roof materials.
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U.S.
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0 Mink C reek
V illa ge B oulevardPrimary Facade
Secondary Facade
Tertiary Facade
Figure 16
BUILDING LAYOUT AND DIMENSIONAL STANDARDS
Building Façades
1. Primary Façade. The primary façade of the building shall include that
façade(s) which contains the primary entrance to the building.
2. Secondary Façade. The secondary façade of the building shall
include a façade(s) which is not a primary façade, and fronts
Village Boulevard, or any parking area, parking circulation drive, or
secondary façade of any other building theretofore constructed.
3. Tertiary Façade. The tertiary façade of the building shall include that
façade(s) which is not a primary or secondary façade and fronts the
tertiary façade of any other building theretofore constructed.
19Planned Development Design Guidelines
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Building Height
The following building heights shall be considered maximums in the applicable phase as
indicated in Table 05. Building height shall be measured from the front finished grade to
the top of the parapet or eave line of a pitched roof.
BUILDING DESIGN STANDARDS
These standards are established to ensure that buildings within The Boulevard are unique
yet consistent parts of the overall planned development. Building designs should provide
sufficient articulation to create human-scaled architecture, create a sense of place within
each development phase, and complement the design of The Boulevard as a whole. In
the case that more than one façade designation may be attributed to a single façade, the
more stringent requirements shall apply. The following standards shall apply to anchor
and outlot buildings.
1. Roofs. Roofs shall provide a skyline to add interest in both height and plane changes.
Roof slopes and materials shall be consistent with the shopping center standard.
2. Vista Terminations. When buildings are situated such that the centerline of a street
or open space intersects with said building, the building façade shall be located and
designed as a vista termination to visually attract a viewer’s attention at the end of a
visual axis and designed to terminate a view with a significant architectural feature
such as a tower, corner tower, symmetrical façade centered on a visual axis, an
architecturally embellished entrance, or similar distinctive architectural devices.
3. Entrances. Whenever possible, entrances shall be co-located with vista terminations.
All entrances shall be visually defined to emphasize a sense of arrival and place.
4. Service Areas. Whenever possible, service areas shall be located on tertiary
facades. When a building does not have a tertiary façade, as identified in Figure
17, service areas shall be located on a secondary façade. Service areas located
on a secondary façade shall be integrated into the design of the building to
minimize visual impact through architectural features and landscape elements.
Table 05: Building Height
Development Phase Building Height Stories
Phase One 40 feet 1
Phase Two 20 feet 1
Phase Three 40 feet 2
Phase Four 60 feet 5
20 Planned Development Design Guidelines
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Primary Façade Design
The primary façade of all buildings should be designed in a manner which fosters a
pedestrian environment. Primary façades shall be consistent with the overall shopping
center design and create unique and interesting elevations. Primary façades shall be
designed to reduce mass and create an interesting visual rhythm and skyline. Primary
façades should feature varying material color, texture, and vertical and horizontal plane
change through the use of features such as bulkheads, piers, cornices, window hoods, etc.
1. Building Materials. Building materials of primary façades shall be masonry,
stone veneer systems, stucco or precast panels with stamped or inlaid brick
texture on the first level. EIFS acrylic finishes or quik-brik concrete masonry
units may be utilized above the first level. However, in no instance shall
the finish of the EIFS acrylic finishes or quik-brik concrete masonry units
utilized mimic or match the texture of the masonry, stone veneer systems,
stucco, or precast panels with stamped or inlaid brick texture utilized. A
maximum of three building materials may be used on a primary façade.
a. Balance of Building Materials. When two or more building materials are used
on a façade, the material used on the first level should be visually heavier than
the material used above the first level to give a sense of support and grounding.
For example, masonry on the first level and EIFS acrylic stucco above.
b. Colors. The use of garish, high-intensity, metallic, fluorescent,
day glow, or neon colors is prohibited. A list of recommended
building materials is included in Exhibit 01.
c. Additional Detail. Additional detail such as inlaid tile, soldier courses,
trim, planters, and decorative lighting are encouraged.
2. Windows. Windows shall be of clear glass or with a low-emissivity coating. No
mirrored or tinted glass shall be permitted. Window size should respect the
pedestrian scale and be aligned to follow the grade of the sidewalk. The following
requirements shall be applicable to the land use categories as indicated:
a. Retail Uses.
i. Windows should comprise a minimum of 70 percent of the
first level of the primary façade of any retail use.
ii. The developer should avoid horizontal banding on windows and limit
mullions to reduce visual barriers between consumers and merchandise.
iii. Any windows in the doorway of a retail use shall not count
towards satisfying the minimum window requirement.
b. Eating/Drinking Uses.
i. Windows should comprise a minimum of 70 percent of the first
level of the primary façade of any eating/drinking use.
ii. Any windows in the doorway of a eating/drinking use shall not
count towards satisfying the minimum window requirement.
iii. The developer is encouraged to install sliding, French, or folding
doors and windows to create an indoor/outdoor environment.
c. Entertainment Uses.
i. Windows should comprise a minimum of 30 percent of the first
level of the primary façade of any entertainment use.
ii. Windows in doorways shall count towards
satisfying the minimum requirement.
d. Service Uses.
i. Windows should comprise a minimum of 50 percent of the
first level of the primary façade of any service use.
ii. Windows in doorways shall count towards
satisfying the minimum requirement.
iii. Windows should be evenly spaced and the same size.
e. Temporary and Permanent Dwelling Uses.
i. Windows shall have a vertical proportion.
ii. Windows shall be regularly spaced and the same
size, except for accent windows.
3. Façade Articulation. In order to provide for primary façade articulation,
primary façades shall step back a maximum of two feet and shall step
forward a maximum of one foot from the build-to-line for a minimum
of 40 percent and maximum of 70 percent of the primary façade.
21Planned Development Design Guidelines
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Secondary Façade Design
The secondary façade of all buildings should be designed in a manner which fosters a
pedestrian environment. Secondary façades shall be consistent with the overall shopping
center design and create unique and interesting elevations. Secondary façades shall be
designed to reduce mass and create an interesting visual rhythm and skyline. Secondary
façades should feature varying material color, texture, and façade articulation which
complements the primary façade and activates the public realm.
1. Building Materials. Building materials of the lower 40 percent of secondary
facades shall be masonry, stone veneer systems, stucco, or precast panels with
stamped or inlaid brick texture. Building materials of the upper 60 percent of the
secondary façade may incorporate EIFS acrylic finishes or quik-brik concrete
masonry units. In no instance shall the finish of the EIFS acrylic finishes or
quik-brik concrete masonry units utilized mimic or match the texture of the
masonry, stone veneer systems, stucco, or precast panels with stamped or
inlaid brick texture utilized. The type and design of materials utilized on the
secondary façade shall complement those utilized on the primary façade.
2. Windows. Windows shall not be required but are encouraged on the secondary
façade. If windows are installed, no mirrored or tinted glass shall be permitted,
and window size and placement shall be complementary to the primary façade.
3. Façade Articulation. In order to provide for secondary façade articulation,
secondary façades shall step back a maximum of two feet and shall step forward
a maximum of one foot from the build-to-line for a minimum of 30 percent and
maximum of 70 percent of the secondary façade. Articulation of the secondary
façade shall be complimentary to the articulation of the primary façade.
Tertiary Façade Design
The tertiary façade of all buildings should be designed in a manner which complements
the primary and secondary façades and is consistent with the overall shopping center
design.
1. Building Materials. Building materials of tertiary façades may consist wholly of
precast panels with stamped or inlaid brick texture, EIFS acrylic finishes, or quik-
brik concrete masonry units, however, a combination of non-natural and natural
materials is encouraged. The type and design of materials utilized on the tertiary
façade shall complement those utilized on the primary and secondary façades.
2. Windows. Windows shall not be required but are encouraged on the tertiary façade.
If windows are installed, no mirrored or tinted glass shall be permitted, and window
size and placement shall be complementary to the primary and secondary façades.
3. Open Space Integration. Developers are encouraged to integrate tertiary façades
with required open spaces through the use of murals, side entrances, lighting,
and other features which connect buildings with active or passive open space.
22 Planned Development Design Guidelines
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OPEN SPACE
1. Definition. Open space shall not include landscape or sidewalk
required herein and shall be defined as land or water that is open to
the air and used for active or passive recreation, including;
a. Lawn;
b. Garden;
c. Courtyard;
d. Square;
e. Plaza;
f. Outdoor dining;
g. Park;
h. Linear green;
i. Water features;
2. Location. Open spaces should be provided in areas which are easily accessed
and viewed by pedestrians. The nature of activities for which open space is
programmed should have an active relationship with surrounding buildings.
3. Amenities. Developers are encouraged to activate open spaces in an innovative
manner including the creative and flexible use of outdoor furniture, recreational
amenities, and/or landscaping. All amenities in open spaces should complement
the aesthetics of the building. Open spaces not otherwise activated should
be furnished with benches and trash cans, as detailed in Exhibit 01.
4. Outdoor Dining. When outdoor dining areas are immediately
adjacent to parking areas or parking circulation areas, there shall be
physical barrier to separate them, as detailed in Exhibit 01.
APPLICATION OF DESIGN GUIDELINES
The provisions included herein shall apply to Phases 2, 3, and 4 of The Boulevard
Planned Development. Phase 1 is encouraged to comply but shall not be held to any
standards included in the Design Guidelines.
DEFINITIONS
Except where specifically defined herein, all words used carry their customary meanings.
For terms not defined herein but defined in the Code of Ordinances of Plainfield or Joliet,
the definitions in those ordinances shall apply. In the event that a definition in the Design
Guidelines conflicts with a definition in the Code of Ordinances of Plainfield or Joliet, the
definitions in the Design Guidelines shall control.
Term Definition
Appropriate Designee
shall mean the Village of Plainfield Director of Planning or the City of Joliet Director of Community Development depending on the location of the proposed site development.
Planned Site Development shall mean the development of any phase or any portion of a phase of The Boulevard Planned Development.
Primary Façade shall mean the façade(s) which contains the primary entrance to the building.
Secondary Façade
shall mean the façade(s) which is not a primary façade, and fronts Village Boulevard, or any parking area, parking circulation drive, or secondary façade of any other building theretofore constructed.
Service Area Shall mean the area that provides for loading, refuse, utilities or other similar “back-of-house” type activities.
Site
shall mean the building and corresponding parking, landscaping, and open space of any development within any phase of The Boulevard Planned Development.
Tertiary Façade shall mean the façade(s) which is not a primary or secondary façade and fronts the tertiary façade of any other building theretofore constructed.
23Planned Development Design Guidelines
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Exhibit 01
EIFS Swatches
Building Materials
Brick: Buff
Simulated Stone Veneer Metal Roof Concrete Tile Roof
Brick: Brown Brick: Red Cast Stone
24 Planned Development Design Guidelines
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Outdoor Dining Example Brick & EIFS Examples
Victory Stanley Bench
Bronze
Victory Stanley Bench
McGraw-Edison LED Talon
Parking Lot Light
Candela Pendant Large
Pedestrian Light
25Planned Development Design Guidelines
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Traffic Impact Study
Proposed The Boulevard
Mixed-Use Development
Plainfield-Joliet, Illinois
Prepared For:
55/30 Acquisition, LLC
April 24, 2019 68
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois i
Table of Contents
I. Executive Summary ..................................................................................................................... 1
1. Introduction ................................................................................................................................. 4
2. Existing Conditions ..................................................................................................................... 6
Site Location ............................................................................................................................... 6
Existing Roadway System Characteristics .................................................................................. 6
Traffic Signal Interconnect ....................................................................................................... 10
Existing Traffic Volumes .......................................................................................................... 10
Accident Data Analysis ............................................................................................................. 11
3. Traffic Characteristics of the Proposed Development ................................................................... 13
Proposed Site and Development Plan ....................................................................................... 13
Development Access ................................................................................................................. 14
Directional Distribution of Development Traffic ..................................................................... 14
Development Traffic Generation .............................................................................................. 16
4. Projected Traffic Conditions ..................................................................................................... 18
Development Traffic Assignment ............................................................................................. 18
Year 2025 Base (No-Build) Projected Traffic Conditions ....................................................... 18
Year 2025 Total Projected Traffic Conditions .......................................................................... 18
5. Traffic Analysis and Recommendations ................................................................................... 24
6. Discussion and Recommendations ........................................................................................... 32
7. Conclusion ................................................................................................................................ 35
Appendix
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List of Figures and Tables
Figures
Figure 1 – Site Location .................................................................................................................. 7
Figure 2 – Aerial View of the Site .................................................................................................. 8
Figure 3 – Existing Roadway Characteristics ................................................................................. 9
Figure 4 – Existing Traffic Volumes ............................................................................................ 12
Figure 5 – Estimated Directional Distribution .............................................................................. 15
Figure 6 – Estimated Net New Development-Generated Traffic Volumes .................................. 19
Figure 7 – Pass-By Traffic Volumes ............................................................................................ 20
Figure 8 – Residential Traffic Volumes........................................................................................ 21
Figure 9 – Year 2025 Base Traffic Volumes ................................................................................ 22
Figure 10 – Year 2025 Total Projected Traffic Volumes ............................................................. 23
Tables
Table 1 – Accident Data Summary ............................................................................................... 11
Table 2 – Estimated Vehicle Trip Generation for Proposed Development .................................. 17
Table 3 – Capacity Analysis Results – Interstate 55 Northbound Ramps and US 30 .................. 25
Table 4 – Capacity Analysis Results – Interstate 55 Southbound Ramps and US 30 .................. 26
Table 5 – Capacity Analysis Results – Frontage Road/Boulevard and US 30 ............................. 27
Table 6 – Capacity Analysis Results – Lily Cache Road and US 30 ........................................... 28
Table 7 – Capacity Analysis Results – Renwick Road (CR 36) and US 30 ................................. 29
Table 8 – Capacity Analysis Results – Village Boulevard and Renwick Road (CR 36) .............. 30
Table 9 – Capacity Analysis Results – Unsignalized Intersections – Projected Conditions ........ 31
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Proposed The Boulevard MUD
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I. Executive Summary
Kenig, Lindgren, O’Hara, Aboona, Inc. (KLOA, Inc.) conducted a traffic impact study for the
proposed The Boulevard, a mixed-use development of retail/commercial and residential land uses
to be located in the northwest quadrant of the full access interchange of Interstate 55 and US Route
30 (Lincoln Highway) in Plainfield and Joliet, Illinois. The site is generally bordered by Renwick
Road (Will County Route 36) to the north, US 30 to the south and west, and Interstate 55/E, J, and
E railroad to the east. Mink Creek bifurcates the site creating a north section and a south section.
Further, the southern section is bifurcated by the Village/City limits of the Village of Plainfield to
the north and the City of Joliet to the south. The entire site is currently undeveloped.
The overall plans of the proposed The Boulevard development call for a retail/commercial
development to be located on the southern portion of the site fronting US 30 (south of Mink Creek),
and a residential/neighborhood commercial center to be located on the northern portion of the site
closer to Renwick Road (north of Mink Creek). Overall, the entire development proposes the
following land uses and densities.
Business Hotel – 124 rooms
General Retail – 296,200 square feet
Warehouse Club – 152,855 square feet
Sporting Goods Store – 48,800 square feet
Drive-In Bank – 3 drive-through lanes
Fast Casual Restaurants – 8,000 square feet
Quality Restaurants – 17,400 square feet
High-Turnover Restaurants – 7,000 square feet
Fast Food Restaurants with Drive-Through Service – 8,200 square feet
Warehouse Club Fueling Center – 24 fueling positions
Multi-Family Residential (apartments, townhomes, rowhomes) – 304 units
In 2017, the Illinois Department of Transportation (IDOT) improved US 30 from Renwick Road
to the northwest to the Interstate 55 interchange to the southeast to provide two through lanes in
each direction as well as turn lane additions and improvements at the signalized intersections that
include Renwick Road, Lily Cache Road, Frontage Road, and the Interstate 55 Southbound and
Northbound ramps. As part of this improvement program, the intersection of Frontage Road and
US 30 was improved as a signalized intersection and provides dual left-turn lanes and two through
lanes on both approaches of US 30 and dual left-turn lanes, a future through lane, and dual right-
turn lanes on the northbound approach of the Frontage Road. The north leg/southbound approach
of the intersection was improved but does not extend beyond the limits of the intersection. As such,
the intersection operates as a signalized T-intersection under existing conditions.
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Proposed The Boulevard MUD
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Access to the development is proposed from a full access off US 30 at Frontage Road, a restricted
access off US 30, located northwest of Frontage Road, and a proposed full access off Renwick
Road, located approximately 700 feet west of the E, J, & E railroad at-grade crossing. In
conjunction with the proposed development, the north leg of the signalized Frontage Road/US 30
intersection is proposed to be extended to become “Village Boulevard” and will be designed as a
three-lane roadway (one through lane in each direction with a center lane for left-turn movements)
that will extend from US 30 to the south to Renwick Road to the north. This roadway is proposed
to be the main access to the proposed The Boulevard development.
Traffic capacity analyses were conducted for the following three conditions:
Year 2019 (Existing) Conditions. This condition analyzes the existing weekday morning,
weekday evening, and Saturday midday peak hours to establish a base condition.
Year 2025 Base (No-Build) Conditions. This condition includes the Year 2025 Base or No-
Build traffic conditions, which is the projection of the existing traffic volumes increased
by a compounded regional growth factor of nine (9) percent.
Year 2025 (Full Buildout). This condition adds the traffic estimated to be generated by the
full buildout of the proposed development to the Year 2025 Base condition.
Based on the proposed development plan and the traffic capacity analyses for the full buildout of
the development, the findings and recommendations of this study are outlined below:
The proposed development-generated traffic will be consistent and compatible with traffic
patterns and volumes in the area.
Overall, the access system with recommended improvements/modifications will be
adequate to accommodate the projected traffic estimated to be generated by the proposed
redevelopment.
The mixture of retail/commercial and residential land uses will result in internal, or
captured, vehicle trips for vehicles that may visit or patronize one or more of the proposed
land uses within the same visit without the use of a vehicle or relying on the surrounding
roadway network to access the multiple land uses. Therefore, the volume of traffic estimated
to be generated for the proposed development may be further reduced.
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The signalized intersection of Frontage Road/Village Boulevard and US 30 should be
improved to include the following:
o Modify the traffic signal and signal timings to accommodate the addition of the
fourth leg
o “Activate” the existing dual eastbound left-turn lanes on US 30
o Restripe the northbound approach to include a northbound through lane
o Village Boulevard, the fourth/north leg of the intersection, should provide six lanes
to include two inbound/acceptance lanes and four outbound lanes to include dual
left-turn lanes, a through lane, and a right-turn lane
o US 30 should be improved to include a westbound right-turn lane
o The pavement widening should be extended west of the intersection to the proposed
restricted access on US 30 to provide for a right-turn lane at that intersection
The intersection of Renwick Road and Village Boulevard should be signalized based on
projected traffic volumes under full buildout conditions. Village Boulevard should provide
one inbound/southbound lane and two northbound lanes providing a left-turn lane and a
right-turn lane. Further, Renwick Road should be improved to provide a westbound left-
turn lane and an eastbound right-turn lane.
Village Boulevard will be designed as a two-lane boulevard providing one lane in each
direction and a center median to allow left-turn storage at major intersections. All
intersecting roadways should be under stop sign control.
The proposed restricted access off US 30 should provide one lane inbound and one lane
outbound under stop sign control. The access should restrict turning movements to right-
in/right-out only. US 30 should be improved to provide a westbound right-turn lane.
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Proposed The Boulevard MUD
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1. Introduction
A traffic impact study was conducted for the proposed The Boulevard, a mixed-use development
of retail/commercial and residential land uses to be located in the northwest quadrant of the full
access interchange of Interstate 55 and US Route 30 (Lincoln Highway) in Plainfield and Joliet,
Illinois. The site is generally bordered by Renwick Road (Will County Route 36) to the north, US
30 to the south and west, and Interstate 55/E, J, and E railroad to the east. Mink Creek bifurcates
the site creating a north section and a south section. Further, the southern section is bifurcated by
the Village/City limits of the Village of Plainfield to the north and the City of Joliet to the south.
The entire site is currently undeveloped.
The overall plans of the proposed The Boulevard development call for a retail/commercial
development to be located on the southern portion of the site fronting US 30 (south of Mink Creek),
and a residential/neighborhood commercial center to be located on the northern portion of the site
closer to Renwick Road (north of Mink Creek). Overall, the entire development proposes the
following land uses and densities:
Business Hotel – 124 rooms
General Retail – 296,200 square feet
Warehouse Club – 152,855 square feet
Sporting Goods Store – 48,800 square feet
Drive-In Bank – 3 drive-through lanes
Fast Casual Restaurants – 8,000 square feet
Quality Restaurants – 17,400 square feet
High-Turnover Restaurants – 7,000 square feet
Fast Food Restaurants with Drive-Through Service – 8,200 square feet
Warehouse Club Fueling Center – 24 fueling positions
Multi-Family Residential (apartments, townhome, rowhomes) – 304 units
In 2017, the Illinois Department of Transportation (IDOT) improved US 30 from Renwick Road
to the northwest to the Interstate 55 interchange to the southeast to provide two through lanes in
each direction as well as turn lane additions and improvements at the signalized intersections that
include Renwick Road, Lily Cache Road, Frontage Road, and the Interstate 55 Southbound and
Northbound ramps. As part of this improvement program, the intersection of Frontage Road and
US 30 was improved as a signalized intersection and provides dual left-turn lanes and two through
lanes on both approaches of US 30 and dual left-turn lanes, a future through lane, and dual right-
turn lanes on the northbound approach of the Frontage Road. The north leg/southbound approach
of the intersection was improved but does not extend beyond the limits of the intersection. As such,
the intersection operates as a signaled T-intersection under existing conditions.
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Proposed The Boulevard MUD
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Access to the development is proposed from a full access off US 30 at Frontage Road, a restricted
access off US 30, located northwest of Frontage Road, and a proposed full access off Renwick
Road, located approximately 700 feet west of the E, J, & E railroad at-grade crossing. In
conjunction with the proposed development, the north leg of the signalized Frontage Road/US 30
intersection is proposed to be extended to become “Village Boulevard” and will be designed as a
three-lane roadway (one through lane in each direction with a center lane for left-turn movements)
that will extend from US 30 to the south to Renwick Road to the north. This roadway is proposed
to be the main access to the proposed The Boulevard development.
The sections of this report present the following:
Existing roadway conditions including vehicle, pedestrian, and bicycle traffic volumes for
the weekday morning, weekday evening, and Saturday midday peak hours
A description of the proposed development
Vehicle trip generation for the proposed development
Directional distribution of development-generated traffic
Regional growth in traffic for Year 2025 no-build conditions
Future transportation conditions including access to and from the development
The purpose of this study is as follows:
Determine the existing vehicular, pedestrian, and bicycle 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, traffic control, or access improvements that may be necessary to
effectively accommodate and mitigate future conditions.
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Proposed The Boulevard MUD
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2. Existing Conditions
Existing traffic and roadway conditions were documented based on field visits and traffic counts
conducted by KLOA, Inc. The following provides a detailed description of the physical
characteristics of the roadways including geometry and traffic control, adjacent land uses, and peak
hour traffic flows along area roadways.
Site Location
The overall site is generally bordered by Renwick Road (Will County Route 36) to the north, US
30 to the south and west, and Interstate 55/E, J, & E railroad to the east, and is bifurcated by the
Village/City limits of the Village of Plainfield to the north and the City of Joliet to the south. The
entire site is currently undeveloped. The Louis Joliet retail mall is located southeast of the Interstate
55 and US 30 interchange.
Figure 1 shows the location of the site in relation to the area roadway system. Figure 2 shows the
conceptual plan on an aerial.
Existing Roadway System Characteristics
The characteristics of the existing roadways that surround the proposed development are illustrated
in Figure 3 and described below.
US Route 30 (Lincoln Highway) is a northwest/southeast principal arterial that is classified as a
Strategic Regional Arterial (SRA) and is under the jurisdiction of IDOT. In 2017, IDOT improved
US 30 from Renwick Road to the northwest to the Interstate 55 interchange to the southeast to
provide two through lanes in each direction as well as turn lane additions and improvements at the
signalized intersections that include Renwick Road, Lily Cache Road, Frontage Road, and the
Interstate 55 Southbound and Northbound ramps. US 30 has a posted speed limit of 35 mph in the
vicinity of the site. According to IDOT’s website, US 30 carries an Annual Average Daily Traffic
(AADT) volume of 22,400 vehicles between Lily Cache Road and the Interstate 55 interchange
and an AADT of 31,200 vehicles southeast of the Interstate 55 interchange.
Interstate 55 Northbound and Southbound Ramps respectively intersect US 30 under traffic signal
control. The southbound off-ramp provides dual left-turn lanes and dual right-turn lanes. The
northbound off-ramp provides dual left-turn lanes and a single right-turn lane. US 30 provides an
eastbound and westbound left-turn lane serving the northbound and southbound on-ramps,
respectively. The northbound off-ramp and on-ramp carry an AADT of 6,200 and 10,900 vehicles,
respectively. The southbound off-ramp and on-ramp carry an AADT of 10,700 and 6,400 vehicles,
respectively.
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Proposed The Boulevard MUD
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Site Location Figure 1
Figure 1 – Site Location
^
N
SITE
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Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 8
Conceptual Plan on Aerial Figure 2
^
N
78
RIDEPARK &SITE
55
30
E, J & E R
R
EGA
TNORF
D
A
ORROADLILY CACHEHIG
H
WAY
LINCOLN
(CR 36)
RENWICK ROAD
N
NOT TO SCALE
Figure: 3
LEGEND
- TRAVEL LANE
- TRAFFIC SIGNAL
- STOP SIGN
- SPEED LIMITXX
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
35
EXISTING ROADWAY CHARACTERISTICS
30
25
PLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD ***- FOR FUTURE USE
55
9
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Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 10
Renwick Road (Will County Route 36) is an east-west minor arterial that provides one lane in each
direction and has a posted speed limit of 35 mph near its intersection with US 30 and a speed limit
of 55 mph in the vicinity of the site frontage. Renwick Road is under the jurisdiction of the Will
County Department of Highways and has an AADT of 12,000 vehicles.
Frontage Road extends south of its signalized intersection with US 30 and was recently
improved/widened to provide dual left-turn lanes, a future northbound through lane (currently
striped out), and dual right-turn lanes on the northbound approach. Frontage Road is under the
jurisdiction of the City of Joliet and has an AADT of 9,400 vehicles.
Lily Cache Road intersects US 30 from the south as a signalized intersection, provides one lane in
each direction and has a posted speed limit of 25 mph. Lily Cache Road is classified as a major
collector, is under the jurisdiction of the City of Joliet, and has an AADT of 1,500 vehicles.
Traffic Signal Interconnect
The traffic signals included in this study along US 30 at its respective intersections with the
Interstate 55 northbound and southbound ramps, Frontage Road, Lily Cache Road, and Renwick
Road, are part of an eight-signal interconnect system that extends from Renwick Road to the
northwest to Hennepin Drive to the southeast. The traffic signal at the intersection of US 30 and
Joliet Mall Loop is the master controller signal. All of the traffic signals on this interconnect
network operate at a 120 second cycle length during the weekday morning and Saturday midday
peak hours and a 140 second cycle length during the weekday evening peak hour.
Existing Traffic Volumes
Vehicle, pedestrian, and bicycle movement traffic counts were conducted on Tuesday, February
26, 2019 during the morning (7:00 to 9:00 A.M.) and the evening (4:00 to 6:00 P.M.) peak periods
and on Saturday, February 23, 2019 during the midday (12:00 to 2:00 P.M.) peak period at the
following five (5) signalized intersections:
1. Interstate 55 Northbound Ramps and US 30
2. Interstate 55 Southbound Ramps and US 30
3. Frontage Road and US 30
4. Lily Cache Road and US 30
5. Renwick Road (CR 36) and US 30
Further, traffic counts at the stop sign controlled Park and Ride access drive on US 30 between the
Interstate 55 northbound and southbound ramps were also conducted during the same time periods
noted above.
80
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 11
From the turning movement count data, it was determined that the weekday morning peak hour
generally occurs between 7:00 and 8:00 A.M., the weekday evening peak hour generally occurs
between 4:30 and 5:30 P.M., and the Saturday midday peak hour generally occurs between 1:00
and 2:00 P.M. These three respective peak hours will be used for the traffic capacity analyses and
are presented later in this report. Pedestrian and bicycle activity was reported to be very low at the
study intersections.
The existing peak hour vehicle traffic volumes are shown in Figure 4.
Accident Data Analysis
KLOA, Inc. obtained currently available crash data1 from IDOT for a five-year period (Years 2012
through 2016) for the study area intersections, noted above. The crash data incidents are
summarized by year and intersection in Table 1. Further, based on information provided by IDOT,
the intersection of Renwick Road and US 30 and the roadway segment of US 30 between Frontage
Road and the Interstate 55 southbound ramps are both listed on the Year 2017 “5% Accident Map”.
Table 1
ACCIDENT DATA SUMMARY
Intersection
Year I-55 NB
Ramps/US 30
I-55 SB
Ramps/US 30
Frontage
Rd/US 30
Lily Cache
Rd/US 30
Renwick
Rd/US 30
2012 20 16 7 2 17
2013 14 16 3 8 17
2014 19 17 10 3 9
2015 18 24 7 4 10
2016 11 25 9 3 9
Total 82 98 36 20 62
Average/
Year 16 20 7 4 12
1 IDOT DISCLAIMER: The motor vehicle crash data referenced herein was provided by the Illinois Department of Transportation. The author is
responsible for any data analyses and conclusions drawn. 81
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Figure: 4
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
EXISTING TRAFFIC VOLUMES
N
NOT TO SCALE
181 (150) [148]
271 (509) [230]
47 (76) [65]
203 (238) [202]
15 (45) [34]60
7 (61
8) [49
9
]124 (27
5
) [124]49
4 (40
0
) [45
6]
617 (40
3) [47
4]232 (375) [210]290 (410) [305]875 (239) [338]642 (1346) [1096]145 (341) [327]215 (1175) [400]235 (770) [453]431 (227) [201]166 (851) [350]15 (37) [27]
383 (332) [222]77 (45) [33]268 (225) [185]1513 (1583) [1430]824 (1322) [1106]
PLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD
10 (4) [1]
79 (12
2) [99]3 (14) [4]
70
1
(67
2) [75
0]90 (45) [56]715 (1045) [595]87 (310) [261]28 (20) [18]926 (840) [890]71 (45) [24]786 (205) [294]731 (1310) [832]1281 (818) [983]682 (986) [782]
59
5 (95
6) [90
4]3 (5) [6]3 (5) [3]4 (2) [4]3 (9) [8]
LEGEND
- AM PEAK HOUR (7:00-8:00 AM)
- PM PEAK HOUR (4:30-5:30 PM)
- SATURDAY MIDDAY PEAK HOUR (1:00-2:00 PM)
PARK & RIDE
US RTE 30 @
12
82
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 13
3. Traffic Characteristics of the Proposed Development
To evaluate the impact of the subject development on the area roadway system, it was necessary
to quantify the number of vehicle trips the site will generate during the respective three peak hours
and then determine the directions from which the proposed traffic will approach and depart the
site.
Proposed Site and Development Plan
The “The Boulevard” is a proposed mixed-use development of retail/commercial and residential
land uses to be located in the northwest quadrant of the full access interchange of Interstate 55 and
US Route 30 (Lincoln Highway) in Plainfield and Joliet, Illinois. The site is generally bordered by
Renwick Road (Will County Route 36) to the north, US 30 to the south and west, and Interstate
55/E, J, and E railroad to the east. Mink Creek bifurcates the site creating a north section and a
south section. Further, the southern section is bifurcated by the Village/City limits of the Village
of Plainfield to the north and the City of Joliet to the south. The entire site is currently undeveloped.
The overall plans of the proposed The Boulevard development call for a retail/commercial
development to be located on the southern portion of the site fronting US 30 (south of Mink Creek),
and a residential/neighborhood commercial center to be located on the northern portion of the site
closer to Renwick Road (north of Mink Creek). Overall, the entire development proposes the
following land uses and densities:
Business Hotel – 124 rooms
General Retail – 296,200 square feet
Warehouse Club – 152,855 square feet
Sporting Goods Store – 48,800 square feet
Drive-In Bank – 3 drive-through lanes
Fast Casual Restaurants – 8,000 square feet
Quality Restaurants – 17,400 square feet
High-Turnover Restaurants – 7,000 square feet
Fast Food Restaurants with Drive-Through Service – 8,200 square feet
Warehouse Club Fueling Center – 24 fueling positions
Multi-Family Residential (apartments, townhomes, rowhomes) – 304 units
83
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 14
Development Access
Access to the development is proposed from a full access off US 30 at Frontage Road, a restricted
access off US 30 located northwest of Frontage Road, and a proposed full access off Renwick
Road. Each access is further described below.
Village Boulevard/Frontage Road and US 30. In conjunction with the proposed development, the
north leg of the signalized Frontage Road/US 30 intersection is proposed to be extended to become
“Village Boulevard” and will be designed as a three-lane roadway (one through lane in each
direction with a center lane for left-turn movements) that will extend from US 30 to the south to
Renwick Road to the north. This roadway is proposed to be the main access to the proposed The
Boulevard development. As noted, US 30 was recently improved to include dual eastbound left-
turn lanes that will serve Village Boulevard. Further, Frontage Road was improved to include an
exclusive northbound through lane.
Village Boulevard and Renwick Road (CR 36). As noted, Village Boulevard will extend north from
US 30 and intersect Renwick Road from the south as a T-intersection approximately 700 feet west
of the E, J, & E railroad at-grade crossing. This intersection should be signalized and designed to
provide one acceptance/southbound lane on Village Boulevard and two northbound lanes to
provide a separate left-turn lane and a right-turn lane. Renwick Road should be improved to include
a westbound left-turn lane and an eastbound right-turn lane.
Restricted Access and US 30. Located approximately 600 feet northwest of the Village
Boulevard/Frontage Road intersection, this access should provide one lane inbound and one lane
outbound under stop sign control. The turning movements will be restricted to right-in/right-out
only.
Directional Distribution of Development Traffic
The directional distribution of how traffic will approach and depart the site was estimated based
on a combination of existing travel patterns of traffic traversing the study area and the Interstate
55 interchange ramps with US 30, the location of nearby residential areas, the location and types
of access points serving the development, and the existing roadway characteristics and traffic
controls surrounding the site. Two directional distributions were established for both the
retail/commercial land uses and the residential land uses for the proposed development and are
illustrated in Figure 5. Figure 5 also shows the distance, in feet, between the existing and proposed
access intersections.
84
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700'3270'
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LEGEND
00%
- RESIDENTIAL DISTRIBUTION
Figure: 5
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
N
NOT TO SCALE
ESTIMATED DIRECTIONAL DISTRIBUTIONPLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD
20
% (10%)
15% (5%)
10% (5%)5% (5%)10% (10%)10% (5%)15% (35%)15% (35%)10% (5%)00'- DISTANCE IN FEET
- COMMERCIAL DISTRIBUTION
(00%)
15% (25%)15
85
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 16
Development Traffic Generation
The estimate of vehicle traffic to be generated by the proposed development is based upon the
proposed land use types and sizes. The vehicle trip generation for the overall development was
calculated using data published in the Institute of Transportation Engineers’ (ITE) Trip Generation
Manual, 10th Edition.
Based on ITE data, the mixture of retail/commercial and residential land uses results in internal,
or captured, vehicles trips, for vehicles that may visit or patronize one or more of the proposed
land uses within the same visit without the use of a vehicle or relying on the surrounding roadway
network to access the multiple land uses. While it is anticipated that this reduction will be high
due to the mixed-use nature of the development including the residential component, a 20 percent
internal vehicle trip reduction was applied to the overall development to present a conservative
analysis. It is important to note that a 50 percent reduction was applied to the warehouse club
fueling center because of its exclusivity to members only and previous studies show that
approximately one-half of the warehouse club fueling center patrons also visit the warehouse club
in the same visit.
Further, a pass-by trip reduction of 30 to 40 percent may be applied to the restaurant and retail uses
to account for vehicles already en route to another destination (i.e. work or home) that may patron
the retail center. For the purposes of this study, a 20 percent pass-by vehicle trip reduction was
applied to all of the proposed commercial/retail land uses with the exception of the business hotel
and the warehouse club fueling center.
Table 2 shows the estimated vehicle trip generation for the weekday morning, weekday evening,
and Saturday midday peak hours as well as the weekday daily two-way traffic volumes for the
overall development.
86
Proposed The Boulevard MUD Plainfield-Joliet, Illinois 17 Table 2 ESTIMATED VEHICLE TRIP GENERATION FOR PROPOSED DEVELOPMENT ITE Land-Use Code Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour Weekday Daily (two-way)Type/Size In Out Total In Out Total In Out Total Retail/Commercial 312 Business Hotel – 124 rooms 20 28 48 22 18 40 27 29 56 512 820 General Retail – 296,200 s.f. 186 114 300 583 631 1,214 759 701 1,460 12,580 857 Warehouse Club – 152,855 s.f. 1 0 0 0 318 318 636 474 494 968 6,354 861 Sporting Goods – 48,800 s.f.1 0 0 0 39 42 81 39 42 81 1,030 912 Drive-In Bank – 3 D/T Lanes 16 10 26 40 42 82 41 42 83 374 930 Fast Casual Rest – 8,000 s.f. 11 5 16 62 51 113 150 122 272 2,522 931 Quality Restaurant – 17,400 s.f. 6 6 12 91 45 136 62 16 78 1,458 932 High-Turnover Rest – 7,000 s.f. 38 31 69 42 26 68 40 38 78 786 934 Fast Food Rest w/ D/T– 8,200 s.f. 168 161 329 139 129 268 229 220 449 3,862 944 Fueling Center – 24 positions1,2 0 0 0 84 84 168 77 77 154 2,064 Gross Retail/Commercial Trips:445 355 800 1,420 1,386 2,806 1,898 1,781 3,679 31,542 Less Internal Trips (20%): -89 -71 -160 -284 -277 -561 -380 -356 -736 -6,308 Total Retail/Commercial Trips:3562846401,1361,109 2,2451,5181,4252,94325,234Less Pass-By Trips (20%)3: -59 -59 -118 -204 -204 -408 -273 -273 -546 -4,532 Total Net New Retail/Commercial Trips:297 225 522 932 905 1,837 1,245 1,152 2,397 20,702 Residential 220 Multi-Family – 304 units3210613810059 1591481482962,258Less Internal Trips (20%):-6-21-27-20-12 -42-30-30-60-452Total Residential Vehicle Trips: 26 85 111 80 47 117 118 118 236 1,806 1LUC 857, LUC 861, and LUC 944 are not open during the morning peak hour. 2Vehicle trips reduced by 50 percent to account for internal trips and must be a member of Discount Club. 3Pass-by reduction not applied to LUC 312 or LUC 944.87
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 18
4. Projected Traffic Conditions
The total projected traffic volumes include the existing traffic volumes increased by a regional
growth rate and the traffic estimated to be generated by the proposed subject development.
Development Traffic Assignment
The peak hour traffic volumes projected to be generated by the proposed development (Table 2)
were assigned to the area roadways based on the directional distributions established (Figure 5).
Figure 6 shows the assignment of the net new development-generated traffic volumes.
Figure 7 shows the assignment of the pass-by development traffic volumes for the
retail/commercial land uses.
Figure 8 shows the assignment of the residential development traffic volumes.
Year 2025 Base (No-Build) Projected Traffic Conditions
Year 2025 represents the buildout year plus five years of the proposed development plan. The Year
2025 base traffic volume projections include regional growth in traffic, as described below.
Regional Traffic Growth
To account for the increase in existing traffic related to regional growth in the area (i.e. not
attributable to any particular planned development) for Year 2025 conditions, the existing peak
hour traffic volumes were increased by a compounded growth percentage of nine (9) percent. This
increase percentage was based on Year 2050 population forecasts provided by the Chicago
Metropolitan Agency for Planning (CMAP). A copy of the CMAP letter is included in the
Appendix of this report.
Figure 9 shows the Year 2025 Base (No-Build) projected traffic volumes.
Year 2025 Total Projected Traffic Conditions
Figure 10 shows the Year 2025 Total Projected traffic volumes that include the Year 2025 Base
(No-Build) traffic volumes (Figure 9) and the buildout of the proposed development (Figures 6
through 8). It is important to note that the total projected traffic volumes include a minor
reassignment of existing traffic volumes that may utilize Village Boulevard to bypass the
signalized intersection of Renwick Road and US 30.
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Figure: 6
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
N
NOT TO SCALE
55 (183) [252]104 (331) [442]30 (93) [124]6 (24) [30]RIGHT-IN/RIGHT-OUT
US RTE 30 @
30 (93) [124]
64 (190) [247]44 (178) [230]22 (90) [115]NET NEW COMMERCIAL DEVELOPMENT-GENERATED TRAFFIC VOLUMESPLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD
34 (110) [147]
10 (30) [40]
22 (90) [115]
22 (88) [115]
30 (80) [10
0]30 (10
6) [15
0]23 (91) [115]12 (48) [58]
40 (13
6) [19
0]35 (139) [173]12 (46) [58]15 (47) [62]14 (42) [56]68 (272) [346]22 (90) [115]44 (140) [187]74 (233) [311]34 (136) [173]34 (136) [173]30 (93) [124]44 (140) [187]
[00]
00
(00)
LEGEND
- AM PEAK HOUR (7:00-8:00 AM)
- PM PEAK HOUR (4:30-5:30 PM)
- SATURDAY MIDDAY PEAK HOUR (1:00-2:00 PM)41 (161) [201]14 (42) [56]41 (161) [201]22 (90) [115]90 (362) [461]19
89
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Figure: 7
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
N
NOT TO SCALE
RIGHT-IN/RIGHT-OUT
US RTE 30 @
+3 (+11) [+16]
-10 (-35) [-46]+3 (+11) [+16]PASS-BY DEVELOPMENT TRAFFIC VOLUMESPLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD
+10 (+35) [+46]+10 (+35) [+46]-3 (-11) [-16]+6 (+12) [+18]+6 (+12) [+18]
-6 (-12) [-18]+20 (+69) [+93]
-20 (-69) [-93]
[00]
00
(00)
LEGEND
- AM PEAK HOUR (7:00-8:00 AM)
- PM PEAK HOUR (4:30-5:30 PM)
- SATURDAY MIDDAY PEAK HOUR (1:00-2:00 PM)+20 (+69) [+93]+27 (+77) [+100]
-27 (-77) [-100]+27 (+77) [+100]20
90
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Figure: 8
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
N
NOT TO SCALE
PLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD
1 (4) [6]
4 (12) [18]13 (7) [18]4 (2) [6]4 (2) [6]
1 (4) [6]4 (2) [6]1 (4) [6]17 (52) [77]9 (28) [41]51 (29) [70]4 (2) [6]8 (24) [36]30 (17) [41]21 (12) [29]1 (4) [6]7 (20) [30]
[00]
00
(00)
LEGEND
- AM PEAK HOUR (7:00-8:00 AM)
- PM PEAK HOUR (4:30-5:30 PM)
- SATURDAY MIDDAY PEAK HOUR (1:00-2:00 PM)
RESIDENTIAL DEVELOPMENT-GENERATED TRAFFIC VOLUMES4 (2) [6]4 (2) [6]55 (31) [76]3 (8) [11]1 (4) [6]9 (5) [12]3 (8) [12]9 (5) [12]
21
91
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Figure: 9
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
N
NOT TO SCALE
197 (164) [161]
295 (555) [251]
51 (83) [71]
221 (259) [220]
16 (49) [37]66
2 (67
4
) [54
4
) 135 (30
0
) [135]53
8 (43
6) [49
7]
67
3 (439) [517]253 (409) [229]316 (447) [332]954 (261) [368]699 (1467) [1195]158 (372) [356]234 (1281) [436]256 (839) [494]1396 (892) [1071]470 (247) [219]181 (928) [382]16 (40) [29]
417 (362) [242]84 (49) [36]292 (245) [202]RIGHT-IN/RIGHT-OUT
US RTE 30 @ 1649 (1726) [1559]899 (1442) [1206]
543 (822) [483]
519 (544) [387]
YEAR 2025 BASE (NO-BUILD) TRAFFIC VOLUMESPLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD 1053 (976) [1017]3 (9) [8]3 (5) [6]3 (5) [3]4 (2) [4]64
9 (104
2) [98
5]744 (1075) [853]797 (1428) [907]77 (49) [26]857 (223) [320]28 (20) [18]1009 (916) [970]779 (1139) [649]95 (338) [284]
76
1
(73
1) [81
5]98 (49) [61]
11 (4) [1]
86 (13
3) [10
8]3 (15) [4]
[00]
00
(00)
LEGEND
- AM PEAK HOUR (7:00-8:00 AM)
- PM PEAK HOUR (4:30-5:30 PM)
- SATURDAY MIDDAY PEAK HOUR (1:00-2:00 PM)
PARK & RIDE
US RTE 30 @874 (1477) [933]
22
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RENWICK ROAD
Kenig,Lindgren,O'Hara,Aboona,Inc.
Job No: 19-047
N
NOT TO SCALE
228 (259) [288]
321 (650) [372]
51 (83) [71]
231 (289) [260]
16 (49) [37]68
5 (76
5
) [65
9
]147 (34
8
) [193]119 (22
1) [22
0]56
8 (55
0) [65
9]
67
3 (439) [517]70
0 (120
2) [120
2]284 (506) [359]316 (447) [332]754 (1615) [1397]826 (1332) [1200]158 (372) [356]287 (1449) [664]256 (839) [494]1515 (1193) [1487]496 (339) [340]148 (460) [619]181 (928) [382]33 (101) [135]857 (223) [320]16 (40) [29]20 (54) [74]913 (1628) [1122]
452 (476) [395]111 (386) [348]84 (49) [36]308 (296) [270]12 (36) [48]RIGHT-IN/RIGHT-OUT
US RTE 30 @ 1768 (2027) [1975]981 (1699) [1553]
540 (811) [467]
34 (108) [146]
509 (509) [341]
78 (237) [311]60 (196) [264]36 (127) [167]YEAR 2025 TOTAL PROJECTED TRAFFIC VOLUMES
Figure: 10
PLAINFIELD/JOLIET, ILLINOIS
THE BOULEVARD
11 (4) [1]
3 (15) [4]
80
1
(86
7) [10
0
5
]98 (49) [61]814 (1278) [822]104 (276) [369]989 (847) [877]77 (49) [26]784 (1393) [863]1018 (414) [582]3 (5) [6]3 (9) [8]
[00]
00
(00)
LEGEND
- AM PEAK HOUR (7:00-8:00 AM)
- PM PEAK HOUR (4:30-5:30 PM)
- SATURDAY MIDDAY PEAK HOUR (1:00-2:00 PM)72 (240) [307]31 (95) [127]165 (462) [630]PARK & RIDE
US RTE 30 @3 (5) [3]4 (2) [4]23
93
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois 24
5. Traffic Analysis and Recommendations
Capacity analyses were performed for the key intersections included in the study area to determine
the ability of the existing roadway system to accommodate existing and future traffic demands.
Analyses were performed for the weekday morning, weekday evening, and Saturday midday peak
hours for the existing (Year 2019), base/no-build (Year 2025), and total projected (Year 2025)
conditions.
The traffic analyses were performed using the methodologies outlined in the Transportation
Research Board’s Highway Capacity Manual (HCM), 2010 and using Synchro/SimTraffic
analysis software.
The signalized intersections along US 30 were analyzed using the programmed cycle lengths (120
seconds for the weekday morning and Saturday midday peak hours; 140 seconds for the weekday
evening peak hour), offsets, and phasings to determine the average overall vehicle delay, volume-
to-capacity ratios, and levels of service.
The analyses for the unsignalized intersections determine the average control delay to vehicles at
an intersection. Control delay is the elapsed time from a vehicle joining the queue at a stop sign
(includes the time required to decelerate to a stop) until its departure from the stop sign and
resumption of free flow speed. The methodology analyzes each intersection approach controlled
by a stop sign and considers traffic volumes on all approaches and lane characteristics.
The ability of an intersection to accommodate traffic flow is expressed in terms of level of service,
which is assigned a letter from A to F based on the average control delay experienced by vehicles
passing through the intersection. The Highway Capacity Manual definitions for levels of service
and the corresponding control delay for signalized intersections and unsignalized intersections are
included in the Appendix of this report.
A summary of the traffic analysis results showing the level of service and delay (measured in
seconds) for the signalized intersections for the existing (Year 2019), base (Year 2025 No-Build),
and future total (Year 2025) conditions are presented in Tables 3 through 8. The proposed
restricted/unsignalized access intersection on US 30 is presented in Table 9. A discussion of each
of the intersections follows.
94
Proposed The Boulevard MUD Plainfield-Joliet, Illinois 25 Table 3 CAPACITY ANALYSIS RESULTS – INTERSTATE 55 NORTHBOUND RAMPS AND US 30 Peak Hour Condition Operating Conditions by Approach Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Existing (Year 2019) E 60.3 A 6.3-- -- D 54.6D 51.2D 48.3-- F 208.2-- -- -- E – 59.2 D – 37.4 D – 52.9 F – 137.2 -- Year 2025 Base (No-Build) F 100.7 A 6.9-- -- E 61.1E 68.7D 49.3-- F 253.0-- -- -- E – 78.8 E – 61.0 E – 65.0 F – 162.4 -- Projected (Year 2025) F 127.5 A 8.3-- -- E 70.0E 65.9D 50.8-- F 247.9-- -- -- F – 86.1 E – 76.8E – 68.1F – 154.7--Weekday Evening Existing (Year 2019) C 21.4 A 5.9-- -- C 27.7A 4.1D 40.9-- F 82.7-- -- -- C – 24.3 A – 8.3 C – 20.7 E – 62.7 -- Year 2025 Base (No-Build) D 36.0 A 5.8-- -- C 30.9A 4.8D 41.2-- F 97.8-- -- -- C – 27.7 B – 10.4 C – 23.2 E – 70.7 -- Projected (Year 2025) F 119.5 A 9.2-- -- D 44.0A 7.6D 43.3-- F 97.8-- -- -- D – 40.3 C – 31.7 C – 34.3 E – 68.9 -- Saturday Midday Existing (Year 2019) C 29.6 B 15.0-- -- C 22.7A 6.7D 40.3-- E 76.5-- -- -- C – 24.5 B – 18.2B – 17.2E – 61.7--Year 2025 Base (No-Build) D 37.2 B 17.2-- -- C 26.6A 8.4D 40.2-- F 83.6-- -- -- C – 28.1 C – 21.9C – 20.3E – 65.9--Projected (Year 2025) F 162.9 C 21.8-- -- D 37.5B 11.1D 43.2-- F 83.6-- -- -- D – 50.0 E – 63.3C – 29.6E – 62.6-- 95
Proposed The Boulevard MUD Plainfield-Joliet, Illinois 26 Table 4 CAPACITY ANALYSIS RESULTS – INTERSTATE 55 SOUTHBOUND RAMPS AND US 30 Peak Hour Condition Operating Conditions by Approach Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Existing (Year 2019) -- B 14.6A 5.0C 25.4C 25.6-- -- -- -- D 52.2-- E 55.2C – 22.1 B – 12.2C – 25.6-- D – 53.7Year 2025 Base (No-Build) -- B 17.0A 5.3C 28.6C 27.0-- -- -- -- D 52.0-- E 55.3C – 23.6 B – 14.0C – 27.3-- D – 53.6Projected (Year 2025) -- B 18.1A 3.1C 32.2C 29.2-- -- -- -- D 49.3-- E 56.7C – 24.6 B – 14.4 C – 29.6 -- D – 53.2 Weekday Evening Existing (Year 2019) -- B 18.9A 1.5C 32.1C 22.1-- -- -- -- D 46.1-- F 192.7E – 71.9 B – 15.1 C – 24.7 -- F – 134.6 Year 2025 Base (No-Build) -- C 27.1A 1.8D 41.4C 21.2-- -- -- -- D 48.7-- F 242.4F – 88.0 C – 21.6C – 26.4-- F – 165.7Projected (Year 2025) -- D 47.8A 2.3D 52.0C 24.3-- -- -- -- D 52.0-- F 356.4F – 121.2 D – 37.7C – 30.4-- F – 244.8Saturday Midday Existing (Year 2019) -- C 20.9A 3.0D 43.6A 7.3-- -- -- -- D 49.6-- D 53.9C – 27.1 B – 17.9 B – 18.0 -- D – 51.6 Year 2025 Base (No-Build) -- C 26.8C 25.9E 57.5A 7.6-- -- -- -- D 50.5-- E 55.8C – 32.3 C – 26.6C – 22.3-- D – 53.0Projected (Year 2025) -- D 54.7B 11.4E 71.0B 12.1-- - -- -- D 45.4-- F 94.8D – 46.3 D – 46.6 C – 25.6 -- E – 73.7 96
Proposed The Boulevard MUD Plainfield-Joliet, Illinois 27 Table 5 CAPACITY ANALYSIS RESULTS – FRONTAGE ROAD/BOULEVARD AND US 30 Peak Hour Condition Operating Conditions by Approach Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Existing (Year 2019) E 58.8 C 31.3C 31.3D 53.5B 16.9-- C 31.7-- C 29.5-- -- -- C – 28.5 C – 32.0C – 23.7C – 29.7--Year 2025 Base (No-Build) E 58.1 D 37.6D 37.6D 50.8B 18.2-- C 30.1-- C 28.8-- -- -- C – 30.6 D – 38.1C – 24.2C – 28.9--Projected (Year 2025) E 58.0 D 46.2D 46.2D 36.7C 23.2B 13.4D 51.4D 41.7D 38.6E 57.5D 43.2C 34.3D – 37.9 D – 47.3 C – 24.1 D – 39.7 D – 49.6 Weekday Evening Existing (Year 2019) E 66.3 C 26.2C 26.2D 45.9A 3.9-- E 66.2-- C 25.1-- -- -- C – 23.1 C – 27.1 C – 20.4 C – 32.5 -- Year 2025 Base (No-Build) E 68.5 C 31.7C 31.7D 40.0A 4.3-- E 66.9-- C 22.3-- -- -- C – 23.1 C – 32.5B – 18.4C – 30.3--Projected (Year 2025) E 72.1 D 53.1D 53.1E 55.8C 23.0B 15.6E 72.7E 76.2C 27.2E 69.9D 49.6D 38.5D – 43.3 E – 57.6C – 32.7D – 46.4E – 58.0Saturday Midday Existing (Year 2019) E 63.8 B 19.4B 19.4D 47.6B 11.4-- D 47.2-- C 31.8-- -- -- C – 22.8 C – 20.2 C – 22.1 C – 32.9 -- Year 2025 Base (No-Build) E 65.4 C 20.6C 20.6D 46.1B 11.7-- D 47.0-- C 30.6-- -- -- C – 23.0 C – 21.4C – 21.9C – 31.8--Projected (Year 2025) E 62.9 D 39.5D 39.5D 52.6D 38.7B 17.8E 58.7E 59.0C 34.6E 59.3C 32.8C 22.5D – 41.1 D – 46.3 C – 34.6 D – 42.7 D – 45.5 97
Proposed The Boulevard MUD Plainfield-Joliet, Illinois 28 Table 6 CAPACITY ANALYSIS RESULTS – LILY CACHE ROAD AND US 30 Peak Hour Condition Operating Conditions by Approach Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Existing (Year 2019) -- A 7.4A 7.4A 6.1A 7.5-- E 62.5-- D 50.8-- -- -- B – 15.6 A – 7.4A – 7.4D – 53.4--Year 2025 Base (No-Build) -- A 8.5A 8.5A 6.8A 8.5-- E 62.6-- D 49.5-- -- -- B – 16.2 A – 8.5A – 8.3D – 52.4--Projected (Year 2025) -- A 8.5A 8.5A 8.4B 11.3-- E 62.6-- D 49.4-- -- -- B – 17.2 A – 8.5 B – 10.9 D – 52.2 -- Weekday Evening Existing (Year 2019) -- A 5.2A 5.2B 10.1 A 1.8-- E 72.6-- E 60.8-- -- -- B – 11.0 A – 5.2 A – 3.7 E – 62.8 -- Year 2025 Base (No-Build) -- A 5.9A 5.9B 15.6A 1.9-- E 73.0-- E 60.2-- -- -- B – 11.9 A – 5.9A – 5.0E – 62.4--Projected (Year 2025) -- A 8.5A 8.5C 21.3A 4.0-- E 72.9-- E 57.0-- -- -- B – 14.2 A – 8.5A – 8.0E – 59.3--Saturday Midday Existing (Year 2019) -- A 4.5A 4.5A 7.3A 3.7-- E 59.6-- E 55.2-- -- -- B – 10.6 A – 4.5 A – 4.8 E – 55.9 -- Year 2025 Base (No-Build) -- A 5.1A 5.1A 8.8A 3.7-- E 59.9-- D 54.6-- -- -- B – 11.0 A – 5.1A – 5.2E – 55.4--Projected (Year 2025) -- A 9.7A 9.7C 20.1A 0.6-- E 59.7-- D 48.6-- -- -- B – 13.0 A – 9.7 A – 6.4 D – 49.9 -- 98
Proposed The Boulevard MUD Plainfield-Joliet, Illinois 29 Table 7 CAPACITY ANALYSIS RESULTS – RENWICK ROAD (CR 36) AND US 30 Peak Hour Condition Operating Conditions by Approach Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Existing (Year 2019) B 20.0 D 54.7C 25.1C 24.7C 32.8C 32.8D 40.2D 45.7D 39.3E 67.5C 27.8C 27.8D – 39.2 D – 44.0C – 32.0D – 44.7C – 33.3Year 2025 Base (No-Build) B 19.5 E 55.7C 24.2C 25.1C 34.2C 34.2D 38.3D 48.4D 38.6E 69.0C 30.0C 30.0D – 40.6 D – 44.3C – 33.4D – 35.4D – 46.5Projected (Year 2025) B 19.1 E 55.8C 23.4C 22.1C 31.7C 31.7D 37.0D 44.7C 34.2E 74.7C 31.0C 31.0D – 39.7 D – 44.4 C – 30.9 D – 43.2 D – 39.5 Weekday Evening Existing (Year 2019) C 28.5 E 67.5C 32.4D 36.5D 46.9D 46.9E 60.4C 25.8C 23.4E 75.4C 27.2C 27.2D – 42.4 D – 52.7 D – 45.8 D – 38.2 D – 35.8 Year 2025 Base (No-Build) C 27.0 E 66.3C 31.3D 36.0D 45.8D 45.8E 61.8C 28.3C 24.4E 78.8C 29.2C 29.2D – 43.1 D – 51.6D – 44.8D – 40.5D – 37.9Projected (Year 2025) C 25.8 E 73.3C 25.7D 45.6E 58.7E 58.7E 78.6C 31.5C 28.3E 76.9D 37.5D 37.5D – 51.4 E – 55.2E – 57.6D – 45.4D – 48.6Saturday Midday Existing (Year 2019) C 29.0 E 58.2D 35.6C 34.1D 41.8D 41.8D 45.6C 31.0C 27.3E 63.2B 18.0B 18.0D – 36.0 D – 47.9 D – 40.7 C – 26.0 C – 33.5 Year 2025 Base (No-Build) C 27.0 E 58.7C 34.8C 33.7D 41.2D 41.2D 50.1C 21.9C 27.6E 63.2B 19.4B 19.4D – 36.5 B – 13.3B – 14.4D – 41.7C – 34.7Projected (Year 2025) B 20.0 D 54.3C 26.2C 28.4D 38.3D 38.3D 43.3D 37.1C 30.4E 61.4C 29.2C 29.2D – 38.7 D – 43.1 D – 37.3 D – 38.2 D – 37.2 99
Proposed The Boulevard MUD Plainfield-Joliet, Illinois 30 Table 8 CAPACITY ANALYSIS RESULTS – VILLAGE BOULEVARD AND RENWICK ROAD (CR 36) Peak Hour Condition Operating Conditions by Approach Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Existing (Year 2019) -- -- -- -- -- -- -- -- -- -- -- -- -- ------ --Year 2025 Base (No-Build) -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Projected (Year 2025) -- B 18.8A 3.0A 5.4A 9.2-- D 40.5-- D 39.8-- -- -- B – 15.0 B – 16.7 A – 8.9 D – 40.2 -- Weekday Evening Existing (Year 2019) -- -------------- ---------- -- -- -- -- Year 2025 Base (No-Build) -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Projected (Year 2025) -- A 6.6A 2.0A 8.0B 16.8-- D 51.1-- D 48.0-- -- -- B – 17.3 A – 5.2B – 15.7D – 49.8--Saturday Midday Existing (Year 2019) -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Year 2025 Base (No-Build) -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Projected (Year 2025) -- C 32.9A 3.7B 14.9B 19.9-- C 31.1-- C 28.9-- -- -- C – 21.8 B – 19.0 B – 18.7 C – 30.3 -- 100
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Table 9
CAPACITY ANALYSIS RESULTS – UNSIGNALIZED INTERSECTIONS
PROJECTED (YEAR 2025) CONDITIONS
Weekday
Morning
Peak Hour
Weekday
Evening
Peak Hour
Saturday
Midday
Peak Hour
Intersection LOS Delay LOS Delay LOS Delay
Restricted Access and US 30
Southbound Right Turn A 9.1 B 10.5 A 9.5
LOS = Level of Service
Delay is measured in seconds.
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6. Discussion and Recommendations
The following is an evaluation of the analyzed intersections based on the projected traffic volumes
and the capacity analyses performed.
Village Boulevard/Frontage Road and US 30
As noted, Village Boulevard will connect to US 30 as the fourth/north leg to the signalized
intersection of Frontage Road and US 30. Further, the intersection was improved to provide dual
left-turn lanes on both the eastbound and westbound approaches on US 30 and Frontage Road was
improved to provide a left-turn lane, a through lane, and dual right-turn lanes.
Under projected conditions with the addition/extension of the north/fourth leg of the intersection
(Village Boulevard) north of US 30, Village Boulevard should provide two northbound acceptance
lanes and four outbound lanes to provide dual left-turn lanes, a through lane, and a right-turn lane.
Further, US 30 should be improved to provide a westbound right-turn lane to serve Village
Boulevard.
The capacity analyses show that this intersection will operate at a LOS D or better under projected
traffic conditions with individual movements operating at a LOS E. This is primarily due to the
dual left-turn lanes being under protected-only phasing, as well as the high volume of left-turning
traffic from US 30 to Frontage Road during the weekday evening peak hour. The Frontage
Road/Village Boulevard turning movements may operate at a less than desirable LOS due to the
combination of limited green time given to the minor roadway compared to US 30, as well as the
left-turn movements under protected-only phasing.
The signal timings at this intersection will need to be modified accordingly to accommodate the
proposed fourth leg extension, resulting in reallocating approximately 15-18 seconds of greentime
from US 30 to the minor approaches during the weekday evening and Saturday midday peak hours.
However, it is important to note that the analyses show that with this reallocation of greentime,
US 30 through traffic will continue to operate at a LOS D or better during peak hours.
Interstate 55 Northbound Ramps and US 30
The Interstate 55 northbound off-ramp was improved to provide dual left-turn lanes and a right-
turn lane. The northbound right-turn movement on the off-ramp operates at a less than desirable
LOS. Further, the eastbound to northbound on-ramp left-turn movement has a heavy volume of
traffic, primarily during the weekday morning peak hour. Consequently, the ramp operates at a
less than desirable LOS during peak hour periods and will continue to operate at less than desirable
levels of service under projected conditions. The queuing analysis, however, shows that the
northbound off-ramp queue will not extend to the gore of the off-ramp at Interstate 55, and
therefore will continue not to impede through traffic flow on northbound Interstate 55.
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As noted, traffic counts were conducted at the existing Park and Ride access drive, which is located
between the two ramp intersections. A westbound left-turn lane is provided on US 30, which limits
the amount of storage available for the eastbound left-turn lane at the northbound on-ramp. The
traffic counts show that less than 10 vehicles make a left turn into the lot during the peak hours,
and less than one-half of these volumes are Pace buses. As such, consideration should be given to
restricting this access to right-in/right-out only turning movements except for Pace buses. The
inbound left-turning passenger vehicles will be rerouted to making a U-turn at the southbound
ramps signal and the outbound left-turning passenger vehicles will make a U-turn at the
northbound ramps signal.
By restricting this access and reducing the westbound left-turn lane, the storage for the single
eastbound left-turn lane at the northbound on-ramp can be further extended to better accommodate
the left-turning vehicle queue during peak commuting hours.
Interstate 55 Southbound Ramps and US 30
The Interstate 55 Southbound off-ramp was improved to provide dual left-turn lanes and dual right-
turn lanes. Under existing conditions, the southbound off-ramp right-turn movement carries a
heavy volume of traffic, particularly during the weekday evening peak hour. Consequently, the
ramp operates at a less than desirable LOS during peak hour periods and will continue to operate
at less than desirable levels of service under projected conditions. The queuing analysis, however,
shows that the southbound off-ramp queue will not extend to the gore of the off-ramp at Interstate
55, and therefore will continue not to impede through traffic flow on southbound Interstate 55.
Further, the queuing analysis shows that the eastbound back of queue on US 30 will not extend to
the Frontage Road/Village Boulevard signalized intersection and that there will be adequate
roadway capacity to accept vehicles turning from Village Boulevard and Frontage Road travelling
eastbound on US 30 when these respective turning movements are given green time at the signal.
No roadway or traffic control improvements are recommended at this ramp intersection in
conjunction with the proposed development.
Lily Cache Road and US 30
Lily Cache Road T-intersects US 30 from the south as a signalized intersection and provides a left-
turn lane and a right-turn lane. Further, US 30 provides a westbound left-turn lane. The capacity
analyses show that the intersection will continue to operate at an overall acceptable LOS under
projected conditions. No roadway or traffic control improvements are recommended at this
intersection in conjunction with the proposed development.
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Renwick Road (CR 36) and US 30
Renwick Road provides a left-turn lane, a through lane, and a right-turn lane on the eastbound
approach, and a left-turn lane, a through lane, and a shared through/right-turn lane on the
westbound approach. East of the intersection, Renwick Road tapers to provide one travel lane in
each direction. US 30 provides dual left-turn lanes, two through lanes, and a right-turn lane on the
northbound approach and a single left-turn lane, a through lane, and a shared through/right-turn
lane on the southbound approach. The capacity analyses show that the overall intersection will
operate at acceptable levels of service under projected conditions. No roadway or traffic control
improvements are recommended at this intersection in conjunction with the proposed
development.
Village Boulevard and Renwick Road (CR 36)
Village Boulevard will extend north from US 30 and T-intersect Renwick Road approximately
700 feet west of the E, J, & E Railroad at-grade crossing. Village Boulevard should provide a
separate left-turn lane and a right-turn lane on the northbound approach. Renwick Road should be
improved to provide an eastbound right-turn lane and a westbound left-turn lane. Based on the
projected turning volumes at this intersection under full buildout conditions, this intersection
should be under traffic signal control. The capacity analyses as a signalized intersection show that
the westbound queue on Renwick Road will not extend to the at-grade railroad crossing.
Proposed Restricted Access and US 30
This access is proposed to be located approximately 600 feet west of Frontage Road/Village
Boulevard and will be restricted to right-in/right-out only turning movements. The access will
provide one lane inbound and one lane outbound, with the outbound lane under stop sign control.
Further US 30 should be widened to provide a westbound right-turn lane. Due to its close proximity
to Village Boulevard, US 30 should be widened to provide continuous pavement from the proposed
restricted access to the taper of the westbound right-turn lane at Village Boulevard.
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7. Conclusion
Kenig, Lindgren, O’Hara, Aboona, Inc. (KLOA, Inc.) conducted a traffic impact study for the
proposed The Boulevard, a mixed-use development of retail/commercial and residential land uses
to be located in the northwest quadrant of the full access interchange of Interstate 55 and US Route
30 (Lincoln Highway) in Plainfield and Joliet, Illinois. The site is bifurcated by the Village/City
limits of the Village of Plainfield to the north and the City of Joliet to the south. The overall plans
of the proposed The Boulevard development call for a retail/commercial development to be located
on the southern portion of the site fronting US 30 (south of Mink Creek), and a
residential/neighborhood commercial center to be located on the northern portion of the site closer
to Renwick Road (north of Mink Creek). Access to the development is proposed from a full access
off US 30 at Frontage Road, a restricted access off US 30, and a proposed full access off Renwick
Road. In conjunction with the proposed development, the north leg of the signalized Frontage
Road/US 30 intersection is proposed to be extended to become “Village Boulevard” and will be
designed as a three-lane roadway (one through lane in each direction with a center lane for left-
turn movements) that will extend from US 30 to the south to Renwick Road to the north. This
roadway is proposed to be the main access to the proposed The Boulevard development.
Based on the proposed development plan and the traffic capacity analyses for the full buildout of
the development, the findings and recommendations of this study are outlined below:
The proposed development-generated traffic will be consistent and compatible with traffic
patterns and volumes in the area.
Overall, the access system with recommended improvements/modifications will be
adequate to accommodate the projected traffic estimated to be generated by the proposed
redevelopment.
The mixture of retail/commercial and residential land uses will result in internal, or
captured, vehicle trips for vehicles that may visit or patronize one or more of the proposed
land uses within the same visit without the use of a vehicle or relying on the surrounding
roadway network to access the multiple land uses. Therefore, the volume of traffic estimated
to be generated for the proposed development may be further reduced.
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The signalized intersection of Frontage Road/Village Boulevard and US 30 should be
improved to include the following:
o Modify the traffic signal and signal timings to accommodate the addition of the
fourth leg
o “Activate” the existing dual eastbound left-turn lanes on US 30
o Restripe the northbound approach to include a northbound through lane
o Village Boulevard, the fourth/north leg of the intersection, should provide six lanes
to include two inbound/acceptance lanes and four outbound lanes to include dual
left-turn lanes, a through lane, and a right-turn lane
o US 30 should be improved to include a westbound right-turn lane
o The pavement widening should be extended west of the intersection to the proposed
restricted access on US 30 to provide for a right-turn lane at that intersection
The intersection of Renwick Road and Village Boulevard should be signalized based on
projected traffic volumes under full buildout conditions. Village Boulevard should provide
one inbound/southbound lane and two northbound lanes providing a left-turn lane and a
right-turn lane. Further, Renwick Road should be improved to provide a westbound left-
turn lane and an eastbound right-turn lane.
Village Boulevard will be designed as a two-lane boulevard providing one lane in each
direction and a center median to allow left-turn storage at major intersections. All
intersecting roadways should be under stop sign control.
The proposed restricted access off US 30 should provide one lane inbound and one lane
outbound under stop sign control. The access should restrict turning movements to right-
in/right-out only. US 30 should be improved to provide a westbound right-turn lane.
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Appendix
Site Plan
Traffic Count Summary Sheets
CMAP Traffic Projection Letter/ITE Data
Level of Service Criteria
Capacity Analysis – Existing Conditions
Capacity Analysis – Year 2025 Base Conditions
Capacity Analysis – Year 2025 Total Conditions
A - 1
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Site Plan
A - 2
108
NeighborhoodCommercial
Warehouse Store(150,000 sf)
Hotel(100+ bed)
Retail(90,000 sf)
Retail(45-90,000 sf)
Retail(70,000 sf)
Restaurant
Mixed Retail/Restaurants
Mixed Retail/Restaurants
Restaurant
WarehouseGas
Restaurant
Multi-Family(R4 - 15 du/ac)
Townhomes/Rowhouses(R3 - 6 du/ac)
A - 3
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Traffic Count Summary Sheets
A - 4
110
Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 with East RampsSite Code:Start Date: 02/23/2019Page No: 1Turning Movement DataStart TimeUS 30 US 30 Off Ramps On RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total12:00 PM 0 89 259 00348 0 0 226 1190345 0 45 0 004500000073812:15 PM 0 83 257 00340 0 0 204 1260330 0 51 0 005100000072112:30 PM 0 105 264 00369 0 0 228 1500378 0 41 0 004100000078812:45 PM 0 87 281 00368 0 0 202 1060308 0 62 0 0062000000738Hourly Total 0 364 1061 001425 0 0 860 50101361 0 199 0 00199 0 0 0 000 29851:00 PM 0 65 276 00341 0 0 228 1250353 0 45 1 00460000007401:15 PM 0 79 263 00342 0 0 226 1340360 0 57 0 00570000007591:30 PM 0 92 273 00365 0 0 232 930325 0 57 0 00570000007471:45 PM 0 102 302 00404 0 0 218 1220340 0 51 0 0051000000795Hourly Total 0 338 1114 001452 0 0 904 47401378 0 210 1 002110 0 0 000 3041*** BREAK *** - ------------------------7:00 AM 0 235 123 00358 0 0 146 1670313 0 53 0 00530000007247:15 AM 0 233 171 00404 0 0 157 1620319 0 68 0 00680000007917:30 AM 0 229 187 00416 0 0 145 1560301 0 55 0 00550000007727:45 AM 0 178 186 00364 0 0 147 1320279 0 56 0 0056000000699Hourly Total 0 875 667 001542 0 0 595 61701212 0 232 0 00232 0 0 0 000 29868:00 AM 1 188 178 00367 0 0 127 1290256 0 53 0 00530000006768:15 AM 0 170 176 00346 0 0 118 1260244 0 37 0 00370000006278:30 AM 0 151 190 00341 0 0 126 1150241 0 41 0 00410000006238:45 AM 1 122 189 00312 0 0 139 1130252 0 58 0 0058000000622Hourly Total 2 631 733 001366 0 0 510 4830993 0 189 0 00189 0 0 0 0002548*** BREAK *** - - - ----------------------4:00 PM 059385 00444 0 0 204 960300 0 73 1 00740000008184:15 PM 0 61 339 00400 0 0 229 940323 0 91 0 00910000008144:30 PM 0 66 359 00425 0 0 243 1060349 0 88 0 00880000008624:45 PM 0 49 297 00346 0 0 220 1040324 0 92 0 0092000000762Hourly Total 0 235 1380 001615 0 0 896 40001296 0 344 1 00345 0 0 0 000 32565:00 PM 0 51 346 00397 0 0 264 960360 0 86 1 10880600068515:15 PM 0 73 346 00419 1 0 229 970327 0 109 0 00109 0 0 0 0008555:30 PM 0 68 280 00348 0 0 210 920302 0 77 0 00770000007275:45 PM 0 54 327 00381 0 0 179 790258 0 67 0 0067000000706Hourly Total 0 246 1299 001545 1 0 882 36401247 0 339 1 10341 0 6 0 006 3139Grand Total2 2689 6254 008945 1 0 46472839074870 1513 3 101517 0 6 0 006 17955Approach % 0.0 30.1 69.9 0.0-- 0.0 0.0 62.1 37.9-- 0.0 99.7 0.2 0.1-- 0.0 100.0 0.0 0.0---Total % 0.0 15.0 34.8 0.0-49.8 0.0 0.0 25.9 15.8-41.7 0.0 8.4 0.0 0.0-8.4 0.0 0.0 0.0 0.0-0.0 -Lights2 2657 6101 0-8760 1 0 4515 2775-7291 0 1338 3 1-1342 0 6 0 0-6 17399% Lights 100.0 98.8 97.6 --97.9 100.0 - 97.2 97.7-97.4 - 88.4 100.0 100.0-88.5 - 100.0 - --100.0 96.9
A - 5
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Buses0 1 48 0-49 0 0 25 2-270200-20000-078% Buses 0.0 0.0 0.8 --0.5 0.0 - 0.5 0.1-0.4 - 0.1 0.0 0.0-0.1 - 0.0 - --0.0 0.4Single-Unit Trucks 0 24 59 0-83 0 0 46 30-76 0 34 0 0-340000-0193% Single-UnitTrucks0.0 0.9 0.9 --0.9 0.0 - 1.0 1.1-1.0 - 2.2 0.0 0.0-2.2 - 0.0 - --0.0 1.1Articulated Trucks 0 7 46 0-53 0 0 61 32-93 0 139 0 0-139 0 0 0 0-0285% ArticulatedTrucks0.0 0.3 0.7 --0.6 0.0 - 1.3 1.1-1.2 - 9.2 0.0 0.0-9.2 - 0.0 - --0.0 1.6Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad0.0 0.0 0.0 --0.0 0.0 - 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 - 0.0 - --0.0 0.0Pedestrians - - - -0-----0-----0-----0--% Pedestrians - - - ----------------------A - 6
112
Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 with East RampsSite Code:Start Date: 02/23/2019Page No: 3Turning Movement Peak Hour Data (1:00 PM)Start TimeUS 30 US 30 Off Ramps On RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total1:00 PM 0 65 276 00341 0 0 228 1250353 0 45 1 00460000007401:15 PM 0 79 263 00342 0 0 226 1340360 0 57 0 00570000007591:30 PM 0 92 273 00365 0 0 232 930325 0 57 0 00570000007471:45 PM 0 102 302 00404 0 0 218 1220340 0 51 0 0051000000795Total0 338 1114 001452 0 0 904 47401378 0 210 1 00211 0 0 0 000 3041Approach % 0.0 23.3 76.7 0.0-- 0.0 0.0 65.6 34.4-- 0.0 99.5 0.5 0.0-- 0.0 0.0 0.0 0.0---Total % 0.0 11.1 36.6 0.0-47.7 0.0 0.0 29.7 15.6-45.3 0.0 6.9 0.0 0.0-6.9 0.0 0.0 0.0 0.0-0.0 -PHF 0.000 0.828 0.922 0.000-0.899 0.000 0.000 0.974 0.884-0.957 0.000 0.921 0.250 0.000-0.925 0.000 0.000 0.000 0.000-0.000 0.956Lights0 337 1105 0-1442 0 0 894 465-1359 0 201 1 0-202 0 0 0 0-0 3003% Lights- 99.7 99.2 --99.3 - - 98.9 98.1-98.6 - 95.7 100.0 --95.7------ 98.8Buses0 0 10-10021-30000-00000-04% Buses- 0.0 0.1 --0.1 - - 0.2 0.2-0.2 - 0.0 0.0 --0.0 - - - ---0.1Single-Unit Trucks 0 0 4 0-40026-80200-20000-014% Single-UnitTrucks-0.00.4--0.3 - - 0.2 1.3-0.6 - 1.0 0.0 --0.9 - - - ---0.5Articulated Trucks 0 1 4 0-50062-80700-70000-020% ArticulatedTrucks-0.30.4--0.3 - - 0.7 0.4-0.6 - 3.3 0.0 --3.3 - - - ---0.7Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad-0.00.0--0.0 - - 0.0 0.0-0.0 - 0.0 0.0 --0.0 - - - ---0.0Pedestrians - - - -0-----0-----0-----0--% Pedestrians - - - ----------------------A - 7
113
Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 with East RampsSite Code:Start Date: 02/23/2019Page No: 4Turning Movement Peak Hour Data (7:00 AM)Start TimeUS 30 US 30 Off Ramps On RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:00 AM 0 235 123 00358 0 0 146 1670313 0 53 0 00530000007247:15 AM 0 233 171 00404 0 0 157 1620319 0 68 0 00680000007917:30 AM 0 229 187 00416 0 0 145 1560301 0 55 0 00550000007727:45 AM 0 178 186 00364 0 0 147 1320279 0 56 0 0056000000699Total0 875 667 001542 0 0 595 61701212 0 232 0 00232 0 0 0 000 2986Approach % 0.0 56.7 43.3 0.0-- 0.0 0.0 49.1 50.9-- 0.0 100.0 0.0 0.0-- 0.0 0.0 0.0 0.0---Total % 0.0 29.3 22.3 0.0-51.6 0.0 0.0 19.9 20.7-40.6 0.0 7.8 0.0 0.0-7.8 0.0 0.0 0.0 0.0-0.0 -PHF 0.000 0.931 0.892 0.000-0.927 0.000 0.000 0.947 0.924-0.950 0.000 0.853 0.000 0.000-0.853 0.000 0.000 0.000 0.000-0.000 0.944Lights0 865 633 0-1498 0 0 541 602-1143 0 186 0 0-186 0 0 0 0-0 2827% Lights- 98.9 94.9 --97.1 - - 90.9 97.6-94.3 - 80.2 - --80.2------ 94.7Buses0 1 110-120 0 14 0-140200-20000-028% Buses - 0.1 1.6 --0.8 - - 2.4 0.0-1.2 - 0.9 - --0.9 - - - ---0.9Single-Unit Trucks 0 7 14 0-21 0 0 23 8-310700-70000-059% Single-UnitTrucks-0.82.1--1.4 - - 3.9 1.3-2.6 - 3.0 - --3.0 - - - ---2.0Articulated Trucks 0 2 9 0-11 0 0 17 7-24 0 37 0 0-370000-072% ArticulatedTrucks-0.21.3--0.7 - - 2.9 1.1-2.0 - 15.9 - --15.9------2.4Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad-0.00.0--0.0 - - 0.0 0.0-0.0 - 0.0 - --0.0 - - - ---0.0Pedestrians - - - -0-----0-----0-----0--% Pedestrians - - - ----------------------A - 8
114
Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 with East RampsSite Code:Start Date: 02/23/2019Page No: 5Turning Movement Peak Hour Data (4:30 PM)Start TimeUS 30 US 30 Off Ramps On RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total4:30 PM 0 66 359 00425 0 0 243 1060349 0 88 0 00880000008624:45 PM 0 49 297 00346 0 0 220 1040324 0 92 0 00920000007625:00 PM 0 51 346 00397 0 0 264 960360 0 86 1 10880600068515:15 PM 0 73 346 00419 1 0 229 970327 0 109 0 00109 0 0 0 000855Total0 239 1348 001587 1 0 956 40301360 0 375 1 10377 0 6 0 006 3330Approach % 0.0 15.1 84.9 0.0-- 0.1 0.0 70.3 29.6-- 0.0 99.5 0.3 0.3-- 0.0 100.0 0.0 0.0---Total % 0.0 7.2 40.5 0.0-47.7 0.0 0.0 28.7 12.1-40.8 0.0 11.3 0.0 0.0-11.3 0.0 0.2 0.0 0.0-0.2 -PHF 0.000 0.818 0.939 0.000-0.934 0.250 0.000 0.905 0.950-0.944 0.000 0.860 0.250 0.250-0.865 0.000 0.250 0.000 0.000-0.250 0.966Lights0 233 1317 0-1550 1 0 943 391-1335 0 345 1 1-347 0 6 0 0-6 3238% Lights- 97.5 97.7 --97.7 100.0 - 98.6 97.0-98.2 - 92.0 100.0 100.0-92.0- 100.0 - --100.0 97.2Buses0 0 90-90000-00000-00000-09% Buses- 0.0 0.7 --0.6 0.0 - 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 - 0.0 - --0.0 0.3Single-Unit Trucks 0 4 13 0-170075-120900-90000-038% Single-UnitTrucks-1.71.0--1.1 0.0 - 0.7 1.2-0.9 - 2.4 0.0 0.0-2.4 - 0.0 - --0.0 1.1Articulated Trucks 0 2 9 0-110067-13 0 21 0 0-210000-045% ArticulatedTrucks-0.80.7--0.7 0.0 - 0.6 1.7-1.0 - 5.6 0.0 0.0-5.6 - 0.0 - --0.0 1.4Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad-0.00.0--0.0 0.0 - 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 - 0.0 - --0.0 0.0Pedestrians - - - -0-----0-----0-----0--% Pedestrians - - - ----------------------A - 9
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Park and RideSite Code:Start Date: 02/23/2019Page No: 1Turning Movement DataStart TimeUS 30US 30 P&A AccessEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total12:00 PM1372203750126502660330664712:15 PM0340103412025702590100160112:30 PM0390103910126402650040466012:45 PM03900039001268026900101660Hourly Total114924014972310540105904801225681:00 PM034100341002740274000006151:15 PM035000350102840285000006351:30 PM037240376142790284013046641:45 PM13882039102266026802103662Hourly Total1145160145826110301111034072576*** BREAK ***----------------7:00 AM036110362012020203013045697:15 AM040420406002270227010016347:30 AM040200402021960198011026027:45 AM03830038300204020400000587Hourly Total015503015530382908320340723928:00 AM035210353011920193001015478:15 AM035710358011630164010015238:30 AM033000330011680169000004998:45 AM03330033300206020600000539Hourly Total01372201374037290732011022108*** BREAK ***----------------4:00 PM14534045802247024906100167234:15 PM041720419223370341014157654:30 PM041800418203200322010017414:45 PM03720037220303030500000677Hourly Total1166060166764120701217081412229065:00 PM040140405133480352032057625:15 PM041510416013410342010017595:30 PM035600356112920294003036535:45 PM03911039201249025002204646Hourly Total01563601569261230012380670132820Grand Total39088270911812256152061890253816315370Approach %0.099.70.3--0.20.499.4--0.039.760.3---Total %0.059.10.2-59.30.10.240.0-40.30.00.20.2-0.4-Lights3889927-892912205843-587502236-5814862% Lights100.0 97.9 100.0-97.9 100.080.095.0-94.9-88.094.7-92.196.7Buses0570-570027-27000-084A - 10
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% Buses0.00.60.0-0.60.00.00.4-0.4-0.00.0-0.00.5Single-Unit Trucks0790-790479-83030-3165% Single-Unit Trucks0.00.90.0-0.90.016.01.3-1.3-12.00.0-4.81.1Articulated Trucks0530-5301203-204002-2259% Articulated Trucks0.00.60.0-0.60.04.03.3-3.3-0.05.3-3.21.7Bicycles on Road000-0000-0000-00% Bicycles on Road0.00.00.0-0.00.00.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----1--% Pedestrians-------------100.0--A - 11
117
Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Park and RideSite Code:Start Date: 02/23/2019Page No: 3Turning Movement Peak Hour Data (1:00 PM)Start TimeUS 30US 30 P&A AccessEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total1:00 PM034100341002740274000006151:15 PM035000350102840285000006351:30 PM037240376142790284013046641:45 PM13882039102266026802103662Total1145160145826110301111034072576Approach %0.199.50.4--0.20.599.3--0.042.957.1---Total %0.056.30.2-56.60.10.242.8-43.10.00.10.2-0.3-PHF0.250 0.935 0.375-0.932 0.500 0.375 0.971-0.975 0.000 0.375 0.333-0.438 0.970Lights114416-1448261083-1091034-72546% Lights100.0 99.3 100.0-99.3 100.0 100.0 98.2-98.2-100.0 100.0-100.0 98.8Buses010-1002-2000-03% Buses0.00.10.0-0.10.00.00.2-0.2-0.00.0-0.00.1Single-Unit Trucks040-4004-4000-08% Single-Unit Trucks0.00.30.0-0.30.00.00.4-0.4-0.00.0-0.00.3Articulated Trucks050-50014-14000-019% Articulated Trucks0.00.30.0-0.30.00.01.3-1.3-0.00.0-0.00.7Bicycles on Road000-0000-0000-00% Bicycles on Road0.00.00.0-0.00.00.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------A - 12
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Park and RideSite Code:Start Date: 02/23/2019Page No: 4Turning Movement Peak Hour Data (7:00 AM)Start TimeUS 30US 30 P&A AccessEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total7:00 AM036110362012020203013045697:15 AM040420406002270227010016347:30 AM040200402021960198011026027:45 AM03830038300204020400000587Total01550301553038290832034072392Approach %0.099.80.2--0.00.499.6--0.042.957.1---Total %0.064.80.1-64.90.00.134.7-34.80.00.10.2-0.3-PHF0.000 0.959 0.375-0.956 0.000 0.375 0.913-0.916 0.000 0.750 0.333-0.438 0.943Lights015113-151403728-731013-42249% Lights-97.5 100.0-97.5-100.0 87.8-87.9-33.375.0-57.194.0Buses0110-110017-17000-028% Buses-0.70.0-0.7-0.02.1-2.0-0.00.0-0.01.2Single-Unit Trucks0210-210030-30020-253% Single-Unit Trucks-1.40.0-1.4-0.03.6-3.6-66.70.0-28.62.2Articulated Trucks070-70054-54001-162% Articulated Trucks-0.50.0-0.5-0.06.5-6.5-0.025.0-14.32.6Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------A - 13
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Park and RideSite Code:Start Date: 02/23/2019Page No: 5Turning Movement Peak Hour Data (4:30 PM)Start TimeUS 30US 30 P&A AccessEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total4:30 PM041800418203200322010017414:45 PM037200372203030305000006775:00 PM040140405133480352032057625:15 PM04151041601341034201001759Total0160650161154131201321052072939Approach %0.099.70.3--0.40.399.3--0.071.428.6---Total %0.054.60.2-54.80.20.144.6-44.90.00.20.1-0.2-PHF0.000 0.961 0.313-0.964 0.625 0.333 0.943-0.938 0.000 0.417 0.250-0.350 0.964Lights015765-1581521272-1279052-72867% Lights-98.1 100.0-98.1 100.0 50.097.0-96.8-100.0 100.0-100.0 97.6Buses080-8000-0000-08% Buses-0.50.0-0.50.00.00.0-0.0-0.00.0-0.00.3Single-Unit Trucks0110-110111-12000-023% Single-Unit Trucks-0.70.0-0.70.025.00.8-0.9-0.00.0-0.00.8Articulated Trucks0110-110129-30000-041% Articulated Trucks-0.70.0-0.70.025.02.2-2.3-0.00.0-0.01.4Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.00.00.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------A - 14
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and West RampsSite Code:Start Date: 02/23/2019Page No: 1Turning Movement DataStart TimeUS 30 US 30 On Ramps Off RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total12:00 PM 0 0 266 480314 0 68 192 00260000000 0 101 0 870188 76212:15 PM 0 0 228 460274 0 87 194 00281000000 0 105 0 910196 75112:30 PM 0 0 265 520317 1 69 190 00260000000011101030214 79112:45 PM 0 0 268 580326 0 81 203 00284000000011801180236 846Hourly Total 0 0 1027 20401231 1 305 779 001085 0 0 0 000043503990834 31501:00 PM 0 0 227 420269 0 57 188 00245000000010901070216 7301:15 PM 0 0 249 460295 0 95 211 00306000000 0 100 0 960196 7971:30 PM 0 0 250 580308 0 93 186 00279000000012301020225 8121:45 PM 0 0 257 550312 0 82 200 00282000000 0 121 0 950216 810Hourly Total 0 0 983 20101184 0 327 785 001112 0 0 0 0000453040008533149*** BREAK ***- - - ----------------------7:00 AM 0 0 325 1030428 0 37 168 00205000000043046089 7227:15 AM 0 0 331 1150446 0 37 190 002270000000510510102 7757:30 AM 0 0 315 1320447 0 40 174 002140000000730580131 7927:45 AM 0 0 310 810391 0 31 173 002040000000680600128 723Hourly Total 0 0 1281 43101712 0 145 705 00850000000023502150450 30128:00 AM 0 0 277 840361 0 34 168 002020000000640620126 6898:15 AM 0 0 281 650346 0 31 127 001580000000760430119 6238:30 AM 0 0 246 780324 0 23 149 001720000000730460119 6158:45 AM 0 0 243 690312 0 39 169 002080000000850390124 644Hourly Total 0 0 1047 29601343 0 127 613 007400000000298019004882571*** BREAK *** - - - ----------------------4:00 PM 00223 560279 0 65 170 00235000000022702550482 9964:15 PM 0 0 227 710298 0 99 266 00365000010019402290423 10864:30 PM 0 0 217 670284 0 94 228 00322000000019302970490 10964:45 PM 0 0 202 460248 0 85 249 00334000000016502890454 1036Hourly Total 0 0 869 24001109 0 343 913 001256 0 0 0 010 0 779 0 107001849 42145:00 PM 0 0 197 640261 0 76 248 00324000000020003080508 10935:15 PM 0 0 202 500252 2 84 275 00361000000021202810493 11065:30 PM 0 0 181 610242 0 84 217 00301000000016602670433 9765:45 PM 0 0 184 470231 0 77 177 00254000000019702120409 894Hourly Total 0 0 764 2220986 2 321 917 001240 0 0 0 000 0 775 0 106801843 4069Grand Total0 0 5971 159407565 3 1568 47120062830 0 0 010 0 2975 0 334206317 20165Approach % 0.0 0.0 78.9 21.1-- 0.0 25.0 75.0 0.0-- 0.0 0.0 0.0 0.0-- 0.0 47.1 0.0 52.9---Total % 0.0 0.0 29.6 7.9-37.5 0.0 7.8 23.4 0.0-31.2 0.0 0.0 0.0 0.0-0.0 0.0 14.8 0.0 16.6-31.3 -Lights0 0 5848 1391-7239 3 1505 4452 0-5960 0 0 0 0-0 0 2905 0 3295-6200 19399% Lights- - 97.9 87.3-95.7 100.0 96.0 94.5 --94.9 - - - --- - 97.6 - 98.6-98.1 96.2
A - 15
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Buses0 0 48 2-50 0 4 24 0-280000-00400-482% Buses - - 0.8 0.1-0.7 0.0 0.3 0.5 --0.4 - - - --- - 0.1 - 0.0-0.1 0.4Single-Unit Trucks 0 0 51 48-99 0 24 68 0-920000-0035033-68 259% Single-UnitTrucks--0.93.0-1.3 0.0 1.5 1.4 --1.5 - - - --- - 1.2 - 1.0-1.1 1.3Articulated Trucks 0 0 24 153-177 0 35 168 0-2030000-0031014-45 425% ArticulatedTrucks--0.49.6-2.3 0.0 2.2 3.6 --3.2 - - - --- - 1.0 - 0.4-0.7 2.1Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad--0.00.0-0.0 0.0 0.0 0.0 --0.0 - - - --- - 0.0 - 0.0-0.0 0.0Pedestrians - - - -0-----0-----1-----0--% Pedestrians - - - -------------100.0--------A - 16
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and West RampsSite Code:Start Date: 02/23/2019Page No: 3Turning Movement Peak Hour Data (1:00 PM)Start TimeUS 30 US 30 On Ramps Off RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total1:00 PM 0 0 227 420269 0 57 188 00245000000010901070216 7301:15 PM 0 0 249 460295 0 95 211 00306000000 0 100 0 960196 7971:30 PM 0 0 250 580308 0 93 186 00279000000012301020225 8121:45 PM 0 0 257 550312 0 82 200 00282000000 0 121 0 950216 810Total0 0 983 20101184 0 327 785 001112 0 0 0 000045304000853 3149Approach % 0.0 0.0 83.0 17.0-- 0.0 29.4 70.6 0.0-- 0.0 0.0 0.0 0.0-- 0.0 53.1 0.0 46.9---Total % 0.0 0.0 31.2 6.4-37.6 0.0 10.4 24.9 0.0-35.3 0.0 0.0 0.0 0.0-0.0 0.0 14.4 0.0 12.7-27.1 -PHF 0.000 0.000 0.956 0.866-0.949 0.000 0.861 0.930 0.000-0.908 0.000 0.000 0.000 0.000-0.000 0.000 0.921 0.000 0.935-0.948 0.970Lights0 0 977 182-1159 0 320 773 0-1093 0 0 0 0-004470394-841 3093% Lights- - 99.4 90.5-97.9 - 97.9 98.5 --98.3 - - - ---- 98.7 - 98.5-98.6 98.2Buses0 0 00-00200-20000-00100-13% Buses- - 0.0 0.0-0.0 - 0.6 0.0 --0.2 - - - --- - 0.2 - 0.0-0.1 0.1Single-Unit Trucks 0 0 2 6-80130-40000-00405-921% Single-UnitTrucks--0.23.0-0.7 - 0.3 0.4 --0.4 - - - --- - 0.9 - 1.3-1.1 0.7Articulated Trucks 0 0 4 13-170490-130000-00101-232% ArticulatedTrucks--0.46.5-1.4 - 1.2 1.1 --1.2 - - - --- - 0.2 - 0.3-0.2 1.0Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad--0.00.0-0.0 - 0.0 0.0 --0.0 - - - --- - 0.0 - 0.0-0.0 0.0Pedestrians - - - -0-----0-----0-----0--% Pedestrians - - - ----------------------A - 17
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and West RampsSite Code:Start Date: 02/23/2019Page No: 4Turning Movement Peak Hour Data (7:00 AM)Start TimeUS 30 US 30 On Ramps Off RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:00 AM 0 0 325 1030428 0 37 168 00205000000043046089 7227:15 AM 0 0 331 1150446 0 37 190 002270000000510510102 7757:30 AM 0 0 315 1320447 0 40 174 002140000000730580131 7927:45 AM 0 0 310 810391 0 31 173 002040000000680600128 723Total0 0 1281 43101712 0 145 705 00850000000023502150450 3012Approach % 0.0 0.0 74.8 25.2-- 0.0 17.1 82.9 0.0-- 0.0 0.0 0.0 0.0-- 0.0 52.2 0.0 47.8---Total % 0.0 0.0 42.5 14.3-56.8 0.0 4.8 23.4 0.0-28.2 0.0 0.0 0.0 0.0-0.0 0.0 7.8 0.0 7.1-14.9 -PHF 0.000 0.000 0.968 0.816-0.957 0.000 0.906 0.928 0.000-0.936 0.000 0.000 0.000 0.000-0.000 0.000 0.805 0.000 0.896-0.859 0.951Lights0 0 1253 389-1642 0 129 619 0-7480000-002240206-430 2820% Lights- - 97.8 90.3-95.9 - 89.0 87.8 --88.0 - - - ---- 95.3 - 95.8-95.6 93.6Buses0 0 90-900170-170000-00000-026% Buses - - 0.7 0.0-0.5 - 0.0 2.4 --2.0 - - - --- - 0.0 - 0.0-0.0 0.9Single-Unit Trucks 0 0 15 15-30 0 8 25 0-330000-00405-972% Single-UnitTrucks--1.23.5-1.8 - 5.5 3.5 --3.9 - - - --- - 1.7 - 2.3-2.0 2.4Articulated Trucks 0 0 4 27-31 0 8 44 0-520000-00704-11 94% ArticulatedTrucks--0.36.3-1.8 - 5.5 6.2 --6.1 - - - --- - 3.0 - 1.9-2.4 3.1Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad--0.00.0-0.0 - 0.0 0.0 --0.0 - - - --- - 0.0 - 0.0-0.0 0.0Pedestrians - - - -0-----0-----0-----0--% Pedestrians - - - ----------------------A - 18
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and West RampsSite Code:Start Date: 02/23/2019Page No: 5Turning Movement Peak Hour Data (4:30 PM)Start TimeUS 30 US 30 On Ramps Off RampsEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total4:30 PM 0 0 217 670284 0 94 228 00322000000019302970490 10964:45 PM 0 0 202 460248 0 85 249 00334000000016502890454 10365:00 PM 0 0 197 640261 0 76 248 00324000000020003080508 10935:15 PM 0 0 202 500252 2 84 275 00361000000021202810493 1106Total0 0 818 22701045 2 339 1000 001341 0 0 0 000 0 770 0 117501945 4331Approach % 0.0 0.0 78.3 21.7-- 0.1 25.3 74.6 0.0-- 0.0 0.0 0.0 0.0-- 0.0 39.6 0.0 60.4---Total % 0.0 0.0 18.9 5.2-24.1 0.0 7.8 23.1 0.0-31.0 0.0 0.0 0.0 0.0-0.0 0.0 17.8 0.0 27.1-44.9 -PHF 0.000 0.000 0.942 0.847-0.920 0.250 0.902 0.909 0.000-0.929 0.000 0.000 0.000 0.000-0.000 0.000 0.908 0.000 0.954-0.957 0.979Lights0 0 798 200-998 2 331 964 0-1297 0 0 0 0-0 0 758 0 1163-1921 4216% Lights- - 97.6 88.1-95.5 100.0 97.6 96.4 --96.7 - - - ---- 98.4 - 99.0-98.8 97.3Buses0 0 50-50000-00000-00100-16% Buses- - 0.6 0.0-0.5 0.0 0.0 0.0 --0.0 - - - --- - 0.1 - 0.0-0.1 0.1Single-Unit Trucks 0 0 9 3-12 0 2 12 0-140000-00707-14 40% Single-UnitTrucks--1.11.3-1.1 0.0 0.6 1.2 --1.0 - - - --- - 0.9 - 0.6-0.7 0.9Articulated Trucks 0 0 6 24-30 0 6 24 0-300000-00405-969% ArticulatedTrucks- - 0.7 10.6-2.9 0.0 1.8 2.4 --2.2 - - - --- - 0.5 - 0.4-0.5 1.6Bicycles on Road 0 0 0 0-00000-00000-00000-00% Bicycles onRoad--0.00.0-0.0 0.0 0.0 0.0 --0.0 - - - --- - 0.0 - 0.0-0.0 0.0Pedestrians - - - -0-----0-----0-----0--% Pedestrians - - - ----------------------A - 19
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 1Turning Movement DataStart TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total12:00 PM 1 0 241 60248 0 77 2100287 1 5 0 72078000000 61312:15 PM 2 0 199 140215 0 85 1960281 1 15 0 78094000000 59012:30 PM 3 0 245 70255 0 88 2120300 1 12 0 930106 0 0 0 000 66112:45 PM 3 0 235 100248 0 88 2120300 2 8 0 67077000000 625Hourly Total 9 0 920 370966 0 338 83001168 5 40 0 3100355 0 0 0 000 24891:00 PM3 0 223 40230 0 95 2190314 0 2 0 57059000000 6031:15 PM7 0 231 50243 0 90 2110301 0 9 0 80089000000 6331:30 PM4 0 203 70214 0 101 2150316 0 7 0 86093000000 6231:45 PM4 0 266 110281 1 63 2180282 1 5 0 71077000000 640Hourly Total 18 0 923 270968 1 349 86301213 1 23 0 29403180 0 0 000 2499*** BREAK *** - -----------------------7:00 AM7 0 223 40234 0 40 1740214 4 14 0 2260244 0 0 0 000 6927:15 AM6 0 302 40312 0 50 2160266 3 13 0 2280244 0 0 0 000 8227:30 AM4 0 285 20291 0 38 1930231 5 11 0 1700186 0 0 0 000 7087:45 AM 11 0 269 50285 0 38 1900228 2 19 0 1620183 0 0 0 000 696Hourly Total 28 0 1079 1501122 0 166 7730939 14 57 0 7860857 0 0 0 000 29188:00 AM5 0 228 30236 0 50 1610211 0 12 0 1380150 0 0 0 000 5978:15 AM6 0 241 20249 0 43 1540197 1 8 0 1310140 0 0 0 000 5868:30 AM4 0 216 20222 0 30 1620192 0 8 0 1080116 0 0 0 000 5308:45 AM7 0 210 20219 0 36 1550191 0 8 0 1050113 0 0 0 000 523Hourly Total 22 0 895 90926 0 159 6320791 1 36 0 4820519 0 0 0 0002236*** BREAK *** - - - ---------------------4:00 PM2 0 2381102510 177 2460423 0 13 0 59072000000 7464:15 PM4 0 222 100236 1 188 2710460 0 12 0 63075000000 7714:30 PM7 0 236 90252 1 226 3280555 0 11 0 61072000000 8794:45 PM2 0 201 110214 0 187 3400527 1 12 0 56069000000 810Hourly Total 15 0 897 410953 2 778 118501965 1 48 0 2390288 0 0 0 000 32065:00 PM6 0 212 70225 0 229 3280557 0 10 0 44054000000 8365:15 PM5 0 219 100234 0 208 3680576 0 11 0 44055000000 8655:30 PM2 0 193 70202 0 208 2810489 0 10 0 49059000000 7505:45 PM3 0 192 130208 0 163 2480411 0 11 0 48059000000 678Hourly Total 16 0 816 370869 0 808 122502033 0 42 0 1850227 0 0 0 000 3129Grand Total108 0 5530 16605804 3 2598 55080810922246 0 229602564 0 0 0 000 16477Approach % 1.9 0.0 95.3 2.9-- 0.0 32.0 67.9-- 0.9 9.6 0.0 89.5-- 0.0 0.0 0.0 0.0---Total %0.7 0.0 33.6 1.0-35.2 0.0 15.8 33.4-49.2 0.1 1.5 0.0 13.9-15.6 0.0 0.0 0.0 0.0-0.0 -Lights106 0 5204 159-5469 3 2572 5229-7804 22 240 0 2286-2548 0 0 0 0-0 15821% Lights 98.1 - 94.1 95.8-94.2 100.0 99.0 94.9-96.2 100.0 97.6 - 99.6-99.4------ 96.0
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Buses0 0 46 2-48 0 2 20-220404-80000-078% Buses 0.0 - 0.8 1.2-0.8 0.0 0.1 0.4-0.3 0.0 1.6 - 0.2-0.3 - - - ---0.5Single-Unit Trucks 2 0 102 5-109 0 21 89-1100206-80000-0 227% Single-UnitTrucks1.9 - 1.8 3.0-1.9 0.0 0.8 1.6-1.4 0.0 0.8 - 0.3-0.3 - - - ---1.4Articulated Trucks 0 0 178 0-178 0 3 170-1730000-00000-0 351% Articulated Trucks 0.0 - 3.2 0.0-3.1 0.0 0.1 3.1-2.1 0.0 0.0 - 0.0-0.0 - - - ---2.1Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 21
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 3Turning Movement Peak Hour Data (1:00 PM)Start TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total1:00 PM3 0 223 40230 0 95 2190314 0 2 0 57059000000 6031:15 PM7 0 231 50243 0 90 2110301 0 9 0 80089000000 6331:30 PM4 0 203 70214 0 101 2150316 0 7 0 86093000000 6231:45 PM4 0 266 110281 1 63 2180282 1 5 0 71077000000 640Total18 0 923 270968 1 349 86301213 1 23 0 2940318 0 0 0 000 2499Approach % 1.9 0.0 95.4 2.8-- 0.1 28.8 71.1-- 0.3 7.2 0.0 92.5-- 0.0 0.0 0.0 0.0---Total %0.7 0.0 36.9 1.1-38.7 0.0 14.0 34.5-48.5 0.0 0.9 0.0 11.8-12.7 0.0 0.0 0.0 0.0-0.0 -PHF0.643 0.000 0.867 0.614-0.861 0.250 0.864 0.985-0.960 0.250 0.639 0.000 0.855-0.855 0.000 0.000 0.000 0.000-0.000 0.976Lights17 0 900 27-944 1 345 847-1193 1 22 0 293-316 0 0 0 0-0 2453% Lights 94.4 - 97.5 100.0-97.5 100.0 98.9 98.1-98.4 100.0 95.7 - 99.7-99.4------ 98.2Buses0 0 00-0000-00000-00000-00% Buses0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Single-Unit Trucks 1 0 8 0-9037-100101-20000-021% Single-UnitTrucks5.6 - 0.9 0.0-0.9 0.0 0.9 0.8-0.8 0.0 4.3 - 0.3-0.6 - - - ---0.8Articulated Trucks 0 0 15 0-15 0 1 9-100000-00000-025% Articulated Trucks 0.0 - 1.6 0.0-1.5 0.0 0.3 1.0-0.8 0.0 0.0 - 0.0-0.0 - - - ---1.0Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 22
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 4Turning Movement Peak Hour Data (7:00 AM)Start TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:00 AM7 0 223 40234 0 40 1740214 4 14 0 2260244 0 0 0 000 6927:15 AM6 0 302 40312 0 50 2160266 3 13 0 2280244 0 0 0 000 8227:30 AM4 0 285 20291 0 38 1930231 5 11 0 1700186 0 0 0 000 7087:45 AM 11 0 269 50285 0 38 1900228 2 19 0 1620183 0 0 0 000 696Total28 0 1079 1501122 0 166 7730939 14 57 0 7860857 0 0 0 000 2918Approach % 2.5 0.0 96.2 1.3-- 0.0 17.7 82.3-- 1.6 6.7 0.0 91.7-- 0.0 0.0 0.0 0.0---Total %1.0 0.0 37.0 0.5-38.5 0.0 5.7 26.5-32.2 0.5 2.0 0.0 26.9-29.4 0.0 0.0 0.0 0.0-0.0 -PHF0.636 0.000 0.893 0.750-0.899 0.000 0.830 0.895-0.883 0.700 0.750 0.000 0.862-0.878 0.000 0.000 0.000 0.000-0.000 0.887Lights27 0 1011 12-1050 0 158 687-845 14 55 0 783-852 0 0 0 0-0 2747% Lights 96.4 - 93.7 80.0-93.6 - 95.2 88.9-90.0 100.0 96.5 - 99.6-99.4------ 94.1Buses0 0 61-70214-160202-40000-027% Buses 0.0 - 0.6 6.7-0.6 - 1.2 1.8-1.7 0.0 3.5 - 0.3-0.5 - - - ---0.9Single-Unit Trucks 1 0 29 2-32 0 4 25-290001-10000-062% Single-UnitTrucks3.6 - 2.7 13.3-2.9 - 2.4 3.2-3.1 0.0 0.0 - 0.1-0.1 - - - ---2.1Articulated Trucks 0 0 33 0-33 0 2 47-490000-00000-082% Articulated Trucks 0.0 - 3.1 0.0-2.9 - 1.2 6.1-5.2 0.0 0.0 - 0.0-0.0 - - - ---2.8Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 - 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 23
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 5Turning Movement Peak Hour Data (4:30 PM)Start TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total4:30 PM7 0 236 90252 1 226 3280555 0 11 0 61072000000 8794:45 PM2 0 201 110214 0 187 3400527 1 12 0 56069000000 8105:00 PM6 0 212 70225 0 229 3280557 0 10 0 44054000000 8365:15 PM5 0 219 100234 0 208 3680576 0 11 0 44055000000 865Total20 0 868 370925 1 850 136402215 1 44 0 2050250 0 0 0 000 3390Approach % 2.2 0.0 93.8 4.0-- 0.0 38.4 61.6-- 0.4 17.6 0.0 82.0-- 0.0 0.0 0.0 0.0---Total %0.6 0.0 25.6 1.1-27.3 0.0 25.1 40.2-65.3 0.0 1.3 0.0 6.0-7.4 0.0 0.0 0.0 0.0-0.0 -PHF0.714 0.000 0.919 0.841-0.918 0.250 0.928 0.927-0.961 0.250 0.917 0.000 0.840-0.868 0.000 0.000 0.000 0.000-0.000 0.964Lights20 0 816 37-873 1 847 1321-2169 1 44 0 205-250 0 0 0 0-0 3292% Lights 100.0 - 94.0 100.0-94.4 100.0 99.6 96.8-97.9 100.0 100.0 - 100.0-100.0------ 97.1Buses0 0100-10 0 0 0-00000-00000-010% Buses 0.0 - 1.2 0.0-1.1 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.3Single-Unit Trucks 0 0 12 0-12 0 3 16-190000-00000-031% Single-UnitTrucks0.0 - 1.4 0.0-1.3 0.0 0.4 1.2-0.9 0.0 0.0 - 0.0-0.0 - - - ---0.9Articulated Trucks 0 0 30 0-30 0 0 27-270000-00000-057% Articulated Trucks 0.0 - 3.5 0.0-3.2 0.0 0.0 2.0-1.2 0.0 0.0 - 0.0-0.0 - - - ---1.7Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 24
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Renwick RoadSite Code:Start Date: 02/23/2019Page No: 1Turning Movement DataStart TimeRenwick Avenue Renwick Avenue US 30 US 30EastboundWestboundNorthboundSouthboundU-Turn Left Thru RightApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru RightApp.TotalInt. Total12:00 PM0 1 55 51 107 0 11 22 19052 0 24 122 160162 0 20 112 1 133 45412:15 PM0 2 58 53 113 0 21 46 360103 0 43 125 70175 0 21 115 0 136 52712:30 PM0 1 61 45 107 0 19 63 520134 1 45 114 80168 0 13 127 1 141 55012:45 PM0 0 45 43 88 0 13 43 22078 1 37 128 80174 0 37 136 0 173 513Hourly Total 0 4 219 192 415 0 64 174 1290367 2 149 489 390679 0 91 490 2 583 20441:00 PM0 1 56 56 113 0 16 77 410134 1 29 121 70158 0 24 106 3 133 5381:15 PM0 0 53 49 102 0 13 34 15062 0 24 126 90159 0 29 120 0 149 4721:30 PM0 0 63 52 115 0 20 63 520135 0 26 130 100166 0 21 100 0 121 5371:45 PM0 0 50 45 95 0 16 56 400112 0 44 122 80174 0 25 130 1 156 537Hourly Total 0 1 222 202 425 0 65 230 1480443 1 123 499 340657 0 99 456 4 559 2084*** BREAK ***-----------------------7:00 AM0 1 84 32 117 0 13 59 380110 0 15 134 60155 0 11 114 0 125 5077:15 AM0 1 101 52 154 0 9 60 330102 0 34 182 30219 0 14 140 1 155 6307:30 AM0 6 128 64 198 0 11 86 570154 0 31 150 30184 0 15 114 0 129 6657:45 AM0 2 70 55 127 0 14 66 530133 0 44 141 30188 0 39 126 2 167 615Hourly Total 0 10 383 203 596 0 47 271 1810499 0 124 607 150746 0 79 494 3 576 24178:00 AM0 2 82 51 135 0 16 62 370115 0 16 121 30140 0 23 93 0 116 5068:15 AM0 1 71 53 125 0 64630082 0 19 106 30128 0 23 96 2 121 4568:30 AM0 0 84 49 133 0 12 45 560113 0 19 113 10133 0 13 94 1 108 4878:45 AM0 0 69 40 109 0 15 58 410114 0 19 129 40152 0 25 111 1 137 512Hourly Total 0 3 306 193 502 0 49 211 1640424 0 73 469 110553 0 84 394 4 482 1961*** BREAK ***-----------------------4:00 PM0 2 92 55 149 0 16 109 370162 1 41 105 70154 0 36 111 0 147 6124:15 PM0 1 90 73 164 0 21 107 300158 0 56 157 130226 0 29 116 1 146 6944:30 PM0 1 94 58 153 0 16 130 400186 0 51 152 90212 0 24 123 2 149 7004:45 PM0 2 64 57 123 0 17 118 380173 0 81 144 130238 0 38 106 1 145 679Hourly Total 0 6 340 243 589 0 70 464 1450679 1 229 558 420830 0 127 456 4 587 26855:00 PM0 0 82 69 151 0 23 135 370195 0 60 159 140233 0 23 85 1 109 6885:15 PM0 1 92 54 147 0 20 126 350181 0 83 163 90255 1 36 86 10 133 7165:30 PM0 2 65 39 106 0 10 90 290129 0 40 167 180225 0 17 130 0 147 6075:45 PM0 1 66 46 113 0 21 116 490186 0 46 117 80171 0 21 101 2 124 594Hourly Total 0 4 305 208 517 0 74 467 1500691 0 229 606 490884 1 97 402 13 513 2605Grand Total 0 28 1775 1241 3044 0 369 1817 91703103 4 927 3228 19004349 1 577 2692 30 3300 13796Approach % 0.0 0.9 58.3 40.8 - 0.0 11.9 58.6 29.6-- 0.1 21.3 74.2 4.4-- 0.0 17.5 81.6 0.9 - -Total %0.0 0.2 12.9 9.0 22.1 0.0 2.7 13.2 6.6-22.5 0.0 6.7 23.4 1.4-31.5 0.0 4.2 19.5 0.2 23.9 -Lights0 25 1725 1208 2958 0 337 1771 880-2988 4 911 3005 165-4085 1 551 2489 27 3068 13099% Lights- 89.3 97.2 97.3 97.2 - 91.3 97.5 96.0-96.3 100.0 98.3 93.1 86.8-93.9 100.0 95.5 92.5 90.0 93.0 94.9
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Buses 0 2 201840 0 2 18 8-28 0 1 20 5-26 0 3 25 3 31 125% Buses - 7.1 1.1 1.5 1.3 - 0.5 1.0 0.9-0.9 0.0 0.1 0.6 2.6-0.6 0.0 0.5 0.9 10.0 0.9 0.9Single-Unit Trucks 0 1 24 11 36 0 14 23 12-49 0 9 58 6-73 0 11 42 0 53 211% Single-Unit Trucks - 3.6 1.4 0.9 1.2 - 3.8 1.3 1.3-1.6 0.0 1.0 1.8 3.2-1.7 0.0 1.9 1.6 0.0 1.6 1.5Articulated Trucks006410016517-38 0 5 145 14-164 0 12 136 0 148 360% Articulated Trucks - 0.0 0.3 0.3 0.3 - 4.3 0.3 1.9-1.2 0.0 0.5 4.5 7.4-3.8 0.0 2.1 5.1 0.0 4.5 2.6Bicycles on Road000000000-00100-1000001% Bicycles on Road - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0-0.0 0.0 0.1 0.0 0.0-0.0 0.0 0.0 0.0 0.0 0.0 0.0Pedestrians---------0-----0-------% Pedestrians-----------------------A - 26
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Renwick RoadSite Code:Start Date: 02/23/2019Page No: 3Turning Movement Peak Hour Data (1:00 PM)Start TimeRenwick Avenue Renwick Avenue US 30 US 30EastboundWestboundNorthboundSouthboundU-Turn Left Thru RightApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru RightApp.TotalInt. Total1:00 PM0 1 56 56 113 0 16 77 410134 1 29 121 70158 0 24 106 3 133 5381:15 PM0 0 53 49 102 0 13 34 15062 0 24 126 90159 0 29 120 0 149 4721:30 PM0 0 63 52 115 0 20 63 520135 0 26 130 100166 0 21 100 0 121 5371:45 PM0 0 50 45 95 0 16 56 400112 0 44 122 80174 0 25 130 1 156 537Total0 1 222 202 425 0 65 230 1480443 1 123 499 340657 0 99 456 4 559 2084Approach % 0.0 0.2 52.2 47.5 - 0.0 14.7 51.9 33.4-- 0.2 18.7 76.0 5.2-- 0.0 17.7 81.6 0.7 - -Total %0.0 0.0 10.7 9.7 20.4 0.0 3.1 11.0 7.1-21.3 0.0 5.9 23.9 1.6-31.5 0.0 4.8 21.9 0.2 26.8 -PHF0.000 0.250 0.881 0.902 0.924 0.000 0.813 0.747 0.712-0.820 0.250 0.699 0.960 0.850-0.944 0.000 0.853 0.877 0.333 0.896 0.968Lights0 1 219 202 422 0 60 229 144-433 1 121 487 33-642 0 96 443 4 543 2040% Lights- 100.0 98.6 100.0 99.3 - 92.3 99.6 97.3-97.7 100.0 98.4 97.6 97.1-97.7 - 97.0 97.1 100.0 97.1 97.9Buses 000000000-00000-0000000% 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 0.0 0.0Single-Unit Trucks003030312-60130-40320518% Single-Unit Trucks - 0.0 1.4 0.0 0.7 - 4.6 0.4 1.4-1.4 0.0 0.8 0.6 0.0-0.6 - 3.0 0.4 0.0 0.9 0.9Articulated Trucks000000202-40191-11 0 0 11 0 11 26% Articulated Trucks - 0.0 0.0 0.0 0.0 - 3.1 0.0 1.4-0.9 0.0 0.8 1.8 2.9-1.7 - 0.0 2.4 0.0 2.0 1.2Bicycles on Road000000000-00000-0000000% Bicycles on Road- 0.0 0.0 0.0 0.0 - 0.00.00.0-0.0 0.0 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0 0.0 0.0Pedestrians---------0-----0-------% Pedestrians-----------------------A - 27
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Renwick RoadSite Code:Start Date: 02/23/2019Page No: 4Turning Movement Peak Hour Data (7:00 AM)Start TimeRenwick Avenue Renwick Avenue US 30 US 30EastboundWestboundNorthboundSouthboundU-Turn Left Thru RightApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru RightApp.TotalInt. Total7:00 AM0 1 84 32 117 0 13 59 380110 0 15 134 60155 0 11 114 0 125 5077:15 AM0 1 101 52 154 0 9 60 330102 0 34 182 30219 0 14 140 1 155 6307:30 AM0 6 128 64 198 0 11 86 570154 0 31 150 30184 0 15 114 0 129 6657:45 AM0 2 70 55 127 0 14 66 530133 0 44 141 30188 0 39 126 2 167 615Total0 10 383 203 596 0 47 271 1810499 0 124 607 150746 0 79 494 3 576 2417Approach % 0.0 1.7 64.3 34.1 - 0.0 9.4 54.3 36.3-- 0.0 16.6 81.4 2.0-- 0.0 13.7 85.8 0.5 - -Total %0.0 0.4 15.8 8.4 24.7 0.0 1.9 11.2 7.5-20.6 0.0 5.1 25.1 0.6-30.9 0.0 3.3 20.4 0.1 23.8 -PHF0.000 0.417 0.748 0.793 0.753 0.000 0.839 0.788 0.794-0.810 0.000 0.705 0.834 0.625-0.852 0.000 0.506 0.882 0.375 0.862 0.909Lights0 8 373 199 580 0 39 260 168-467 0 119 541 14-674 0 75 449 3 527 2248% Lights- 80.0 97.4 98.0 97.3 - 83.0 95.9 92.8-93.6 - 96.0 89.1 93.3-90.3 - 94.9 90.9 100.0 91.5 93.0Buses 024280166-13 0 1 14 0-150090945% Buses- 20.0 1.0 1.0 1.3 - 2.1 2.2 3.3-2.6 - 0.8 2.3 0.0-2.0 - 0.0 1.8 0.0 1.6 1.9Single-Unit Trucks003250353-11 0 2 12 0-14 0 1 13 0 14 44% Single-Unit Trucks - 0.0 0.8 1.0 0.8 - 6.4 1.8 1.7-2.2 - 1.6 2.0 0.0-1.9 - 1.3 2.6 0.0 2.4 1.8Articulated Trucks003030404-801401-42 0 3 23 0 26 79% Articulated Trucks - 0.0 0.8 0.0 0.5 - 8.5 0.0 2.2-1.6 - 0.8 6.6 6.7-5.6 - 3.8 4.7 0.0 4.5 3.3Bicycles on Road000000000-00100-1000001% Bicycles on Road- 0.0 0.0 0.0 0.0 - 0.00.00.0-0.0 - 0.8 0.0 0.0-0.1 - 0.0 0.0 0.0 0.0 0.0Pedestrians---------0-----0-------% Pedestrians-----------------------A - 28
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Renwick RoadSite Code:Start Date: 02/23/2019Page No: 5Turning Movement Peak Hour Data (4:30 PM)Start TimeRenwick Avenue Renwick Avenue US 30 US 30EastboundWestboundNorthboundSouthboundU-Turn Left Thru RightApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru RightApp.TotalInt. Total4:30 PM0 1 94 58 153 0 16 130 400186 0 51 152 90212 0 24 123 2 149 7004:45 PM0 2 64 57 123 0 17 118 380173 0 81 144 130238 0 38 106 1 145 6795:00 PM0 0 82 69 151 0 23 135 370195 0 60 159 140233 0 23 85 1 109 6885:15 PM0 1 92 54 147 0 20 126 350181 0 83 163 90255 1 36 86 10 133 716Total0 4 332 238 574 0 76 509 1500735 0 275 618 450938 1 121 400 14 536 2783Approach % 0.0 0.7 57.8 41.5 - 0.0 10.3 69.3 20.4-- 0.0 29.3 65.9 4.8-- 0.2 22.6 74.6 2.6 - -Total %0.0 0.1 11.9 8.6 20.6 0.0 2.7 18.3 5.4-26.4 0.0 9.9 22.2 1.6-33.7 0.0 4.3 14.4 0.5 19.3 -PHF0.000 0.500 0.883 0.862 0.938 0.000 0.826 0.943 0.938-0.942 0.000 0.828 0.948 0.804-0.920 0.250 0.796 0.813 0.350 0.899 0.972Lights0 3 325 236 564 0 72 508 149-729 0 271 588 38-897 1 118 372 14 505 2695% Lights- 75.0 97.9 99.2 98.3 - 94.7 99.8 99.3-99.2 - 98.5 95.1 84.4-95.6 100.0 97.5 93.0 100.0 94.2 96.8Buses 001120000-00010-1013047% Buses- 0.0 0.3 0.4 0.3 - 0.0 0.0 0.0-0.0 - 0.0 0.2 0.0-0.1 0.0 0.8 0.8 0.0 0.7 0.3Single-Unit Trucks016070210-302112-150140530% Single-Unit Trucks - 25.0 1.8 0.0 1.2 - 2.6 0.2 0.0-0.4 - 0.7 1.8 4.4-1.6 0.0 0.8 1.0 0.0 0.9 1.1Articulated Trucks000110201-302185-25 0 1 21 0 22 51% Articulated Trucks - 0.0 0.0 0.4 0.2 - 2.6 0.0 0.7-0.4 - 0.7 2.9 11.1-2.7 0.0 0.8 5.3 0.0 4.1 1.8Bicycles on Road000000000-00000-0000000% Bicycles on Road- 0.0 0.0 0.0 0.0 - 0.00.00.0-0.0 - 0.0 0.0 0.0-0.0 0.0 0.0 0.0 0.0 0.0 0.0Pedestrians---------0-----0-------% Pedestrians-----------------------A - 29
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Spangler RoadSite Code:Start Date: 02/23/2019Page No: 1Turning Movement DataStart TimeUS 30US 30 Spangler RoadEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total12:00 PM02221602380020602060070745112:15 PM0210120222002100210001001044212:30 PM0222110233002200220001101146412:45 PM02231302360022302230011011470Hourly Total0877520929008590859003903918271:00 PM022380231002290229009094691:15 PM02137022000218021800160164541:30 PM0222110233002240224005054621:45 PM02501102610021702170010010488Hourly Total090837094500888088800400401873*** BREAK ***----------------7:00 AM021411022500191019100200204367:15 AM027112028300230023000210215347:30 AM02629027100217021700200205087:45 AM02371602530021502150019019487Hourly Total09844801032008530853008008019658:00 AM020517022200183018300190194248:15 AM021112022300152015200190193948:30 AM021260218001740174008084008:45 AM0199802070017701770013013397Hourly Total082743087000686068600590591615*** BREAK ***----------------4:00 PM0231130244002610261008085134:15 PM020811021900295029500120125264:30 PM0254120266003450345006066174:45 PM018712019900356035600606561Hourly Total088048092800125701257003203222175:00 PM0231170248003560356005056095:15 PM0208180226003740374009096095:30 PM0184140198002980298007075035:45 PM021412022600241024100707474Hourly Total08376108980012690126900280282195Grand Total053132890560200581205812002780278 11692Approach %0.094.85.2--0.00.0100.0--0.00.0100.0---Total %0.045.42.5-47.90.00.049.7-49.70.00.02.4-2.4-Lights04993278-5271005524-552400274-274 11069% Lights-94.096.2-94.1--95.0-95.0--98.6-98.694.7Buses0535-580023-23000-081A - 30
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% Buses-1.01.7-1.0--0.4-0.4--0.0-0.00.7Single-Unit Trucks0896-950087-87003-3185% Single-Unit Trucks-1.72.1-1.7--1.5-1.5--1.1-1.11.6Articulated Trucks01780-17800178-178001-1357% Articulated Trucks-3.40.0-3.2--3.1-3.1--0.4-0.43.1Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0--0.0-0.0--0.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------A - 31
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Spangler RoadSite Code:Start Date: 02/23/2019Page No: 3Turning Movement Peak Hour Data (1:00 PM)Start TimeUS 30US 30 Spangler RoadEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total1:00 PM022380231002290229009094691:15 PM02137022000218021800160164541:30 PM0222110233002240224005054621:45 PM02501102610021702170010010488Total090837094500888088800400401873Approach %0.096.13.9--0.00.0100.0--0.00.0100.0---Total %0.048.52.0-50.50.00.047.4-47.40.00.02.1-2.1-PHF0.000 0.908 0.841-0.905 0.000 0.000 0.969-0.969 0.000 0.000 0.625-0.625 0.960Lights088736-92300870-8700039-391832% Lights-97.797.3-97.7--98.0-98.0--97.5-97.597.8Buses000-0000-0000-00% Buses-0.00.0-0.0--0.0-0.0--0.0-0.00.0Single-Unit Trucks061-7007-7001-115% Single-Unit Trucks-0.72.7-0.7--0.8-0.8--2.5-2.50.8Articulated Trucks0150-150011-11000-026% Articulated Trucks-1.70.0-1.6--1.2-1.2--0.0-0.01.4Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0--0.0-0.0--0.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------A - 32
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Spangler RoadSite Code:Start Date: 02/23/2019Page No: 4Turning Movement Peak Hour Data (7:00 AM)Start TimeUS 30US 30 Spangler RoadEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total7:00 AM021411022500191019100200204367:15 AM027112028300230023000210215347:30 AM02629027100217021700200205087:45 AM02371602530021502150019019487Total0984480103200853085300800801965Approach %0.095.34.7--0.00.0100.0--0.00.0100.0---Total %0.050.12.4-52.50.00.043.4-43.40.00.04.1-4.1-PHF0.000 0.908 0.750-0.912 0.000 0.000 0.927-0.927 0.000 0.000 0.952-0.952 0.920Lights091546-96100763-7630078-781802% Lights-93.095.8-93.1--89.4-89.4--97.5-97.591.7Buses0112-130016-16000-029% Buses-1.14.2-1.3--1.9-1.9--0.0-0.01.5Single-Unit Trucks0250-250027-27001-153% Single-Unit Trucks-2.50.0-2.4--3.2-3.2--1.3-1.32.7Articulated Trucks0330-330047-47001-181% Articulated Trucks-3.40.0-3.2--5.5-5.5--1.3-1.34.1Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0--0.0-0.0--0.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------A - 33
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Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Spangler RoadSite Code:Start Date: 02/23/2019Page No: 5Turning Movement Peak Hour Data (4:30 PM)Start TimeUS 30US 30 Spangler RoadEastboundWestboundNorthboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total4:30 PM0254120266003450345006066174:45 PM0187120199003560356006065615:00 PM0231170248003560356005056095:15 PM020818022600374037400909609Total08805909390014310143100260262396Approach %0.093.76.3--0.00.0100.0--0.00.0100.0---Total %0.036.72.5-39.20.00.059.7-59.70.00.01.1-1.1-PHF0.000 0.866 0.819-0.883 0.000 0.000 0.957-0.957 0.000 0.000 0.722-0.722 0.971Lights083157-888001384-13840026-262298% Lights-94.496.6-94.6--96.7-96.7--100.0-100.0 95.9Buses071-8000-0000-08% Buses-0.81.7-0.9--0.0-0.0--0.0-0.00.3Single-Unit Trucks0121-130019-19000-032% Single-Unit Trucks-1.41.7-1.4--1.3-1.3--0.0-0.01.3Articulated Trucks0300-300028-28000-058% Articulated Trucks-3.40.0-3.2--2.0-2.0--0.0-0.02.4Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0--0.0-0.0--0.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------A - 34
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Proposed The Boulevard MUD
Plainfield-Joliet, Illinois
CMAP Traffic Projection Letter/ITE Data
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March 12, 2019 William R. Woodward Senior Consultant Kenig, Lindgren, O’Hara and Aboona, Inc. 9575 West Higgins Road, Suite 400 Rosemont, IL
Subject: US 30 Corridor - Plainfield IDOT Dear Mr. Woodward: In response to a request made on your behalf and dated March 11, 2019, we have developed year
2050 average daily traffic (ADT) projections for the subject location.
ROAD SEGMENT Current Volumes Year 2050 ADT
US 30 and I-55 NB Off-Ramp 6,200 11,000
US 30 and I-55 NB On-Ramp 10,900 14,300
US 30 and I-55 SB Off-Ramp 10,700 14,300
US 30 and I-55 SB On-Ramp 6,400 11,000
US 30 and Frontage Road 9,400 9,400
US 30, east of I-55 NB Ramps 31,200 44,000
US 30, Lily Cache to I-55 Ramps 22,400 42,100
US 30, west of Lily Cache 13,300 31,000
US 30 and Lily Cache Rd 1,500 4,700
Renwick Rd, west of US 30 9,400 12,800
Renwick Rd, east of US 30 12,000 15,800
Traffic projections are developed using existing ADT data provided in the request letter and the results from the October 2018 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,
Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis
cc: Quigley (IDOT) S:\AdminGroups\ResearchAnalysis\2019_ForecastsTraffic\Plainfield\wi-06-19\wi-06-19.docx
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Kloa, Inc.The Boulevard ‐ Plainfield‐Joliet4/18/2019 2:13 PMMethodEntryExitRate/EquationSplit%Split%Best Fit (LIN)11291129T = 7.56(X) + ‐40.8650%50%Best Fit (LIN)256256T = 2.90(X) + 151.6950%50%Best Fit (LOG)62906290Ln(T) =0.68Ln(X) + 5.5750%50%Average3177317741.8050%50%Average51551521.1150%50%Average187187124.7650%50%Average12611261315.1750%50%Average72972983.8450%50%Average393393112.1850%50%Average19311931470.9550%50%Average10321032172.0150%50%Weekday2064944 ‐ Gasoline/Service StationData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanVehicle Fueling Positions12Weekday786934 ‐ Fast‐Food Restaurant with Drive‐Through Data Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8.2Weekday3862932 ‐ High‐Turnover (Sit‐Down) RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA7Weekday2522931 ‐ Quality RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA17.4Weekday1458930 ‐ Fast Casual RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8Weekday1030912 ‐ Drive‐in BankData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDrive‐In Lanes 3 Weekday374861 ‐ Sporting Goods SuperstoreData Source: Trip Generation Manual, 10th EdDense Multi‐Use Urban1000 Sq. Ft. GFA 48.8Weekday12580857 ‐ Discount ClubData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA 152 Weekday6354820 ‐ Shopping CenterData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GLA 296.2Weekday2258312 ‐ Business HotelData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanRooms 124 Weekday512220 ‐ Multifamily Housing (Low‐Rise)Data Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDwelling Units 304Land Use & Data Source Location IV Size Time PeriodVEHICLE TRIPS BEFORE REDUCTIONTotalGenerated By OTISS Pro v2.11A - 37
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Kloa, Inc.The Boulevard ‐ Plainfield‐Joliet4/18/2019 2:13 PMMethodEntryExitRate/EquationSplit%Split%Best Fit (LOG)32106Ln(T) =0.95Ln(X) + ‐0.51 23%77%Best Fit (LIN)2028T = 0.35(X) + 4.4042%58%Best Fit (LIN)186114T = 0.50(X) + 151.7862%38%Average000.4970%30%Average000.4391%9%Average16108.8361%39%Average1152.0767%33%Average660.7350%50%Average38319.9455%45%Average16816140.1951%49%Average0010.2850%50%Weekday, Peak Hour of Adjacent Street Traffic, 0944 ‐ Gasoline/Service StationData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanVehicle Fueling Positions0Weekday, Peak Hour of Adjacent Street Traffic, 69934 ‐ Fast‐Food Restaurant with Drive‐Through Data Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8.2Weekday, Peak Hour of Adjacent Street Traffic, 329932 ‐ High‐Turnover (Sit‐Down) RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA7Weekday, Peak Hour of Adjacent Street Traffic, 16931 ‐ Quality RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA17.4Weekday, Peak Hour of Adjacent Street Traffic, 12930 ‐ Fast Casual RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8Weekday, Peak Hour of Adjacent Street 0912 ‐ Drive‐in BankData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDrive‐In Lanes 3Weekday, Peak Hour of Adjacent Street Traffic, 26861 ‐ Sporting Goods SuperstoreData Source: Trip Generation Manual, 10th EdDense Multi‐Use Urban1000 Sq. Ft. GFA 0Weekday, Peak Hour of Adjacent Street Traffic, 300857 ‐ Discount ClubData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA 0Weekday, Peak Hour of Adjacent Street Traffic, 0820 ‐ Shopping CenterData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GLA 296.2Weekday, Peak Hour of Adjacent Street Traffic, 138312 ‐ Business HotelData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanRooms 124Weekday, Peak Hour of Adjacent Street Traffic, 48220 ‐ Multifamily Housing (Low‐Rise)Data Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDwelling Units 304Land Use & Data Source Location IV Size Time PeriodVEHICLE TRIPS BEFORE REDUCTIONTotalGenerated By OTISS Pro v2.11A - 38
144
Kloa, Inc.The Boulevard ‐ Plainfield‐Joliet4/18/2019 2:14 PMMethodEntryExitRate/EquationSplit%Split%Best Fit (LOG)10059Ln(T) =0.89Ln(X) + ‐0.02 63%37%Average22180.3255%45%Best Fit (LOG)583631Ln(T) =0.74Ln(X) + 2.8948%52%Average3183184.1850%50%Average39421.6548%52%Average404227.1549%51%Average625114.1355%45%Average91457.8067%33%Average42269.7762%38%Average13912932.6752%48%Average848414.0350%50%Weekday, Peak Hour of Adjacent Street Traffic, 168944 ‐ Gasoline/Service StationData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanVehicle Fueling Positions12Weekday, Peak Hour of Adjacent Street Traffic, 68934 ‐ Fast‐Food Restaurant with Drive‐Through Data Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8.2Weekday, Peak Hour of Adjacent Street Traffic, 268932 ‐ High‐Turnover (Sit‐Down) RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA7Weekday, Peak Hour of Adjacent Street Traffic, 113931 ‐ Quality RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA17.4Weekday, Peak Hour of Adjacent Street Traffic, 136930 ‐ Fast Casual RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8Weekday, Peak Hour of Adjacent Street 81912 ‐ Drive‐in BankData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDrive‐In Lanes 3Weekday, Peak Hour of Adjacent Street Traffic, 82861 ‐ Sporting Goods SuperstoreData Source: Trip Generation Manual, 10th EdDense Multi‐Use Urban1000 Sq. Ft. GFA 48.8Weekday, Peak Hour of Adjacent Street Traffic, 1214857 ‐ Discount ClubData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA 152Weekday, Peak Hour of Adjacent Street Traffic, 636820 ‐ Shopping CenterData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GLA 296.2Weekday, Peak Hour of Adjacent Street Traffic, 159312 ‐ Business HotelData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanRooms 124Weekday, Peak Hour of Adjacent Street Traffic, 40220 ‐ Multifamily Housing (Low‐Rise)Data Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDwelling Units 304Land Use & Data Source Location IV Size Time PeriodVEHICLE TRIPS BEFORE REDUCTIONTotalGenerated By OTISS Pro v2.11A - 39
145
Kloa, Inc.The Boulevard ‐ Plainfield‐Joliet4/18/2019 2:14 PMMethodEntryExitRate/EquationSplit%Split%Best Fit (LIN)148148T = 1.08(X) + ‐33.2450%50%Best Fit (LIN)2729T = 0.42(X) + 3.7448%52%Best Fit (LOG)759701Ln(T) =0.79Ln(X) + 2.7952%48%Average4744946.3749%51%Average39421.6548%52%Average414227.6749%51%Average15012234.0255%45%Average62164.4780%20%Average403811.1951%49%Average22922054.8651%49%Average777712.7750%50%Saturday, Peak Hour of Generator154944 ‐ Gasoline/Service StationData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanVehicle Fueling Positions12Saturday, Peak Hour of Generator78934 ‐ Fast‐Food Restaurant with Drive‐Through Data Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8.2Saturday, Peak Hour of Generator449932 ‐ High‐Turnover (Sit‐Down) RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA7Saturday, Peak Hour of Generator272931 ‐ Quality RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA17.4Weekday, AM Peak Hour of Generator78930 ‐ Fast Casual RestaurantData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA8Weekday, Peak Hour of Adjacent Street 81912 ‐ Drive‐in BankData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDrive‐In Lanes 3Saturday, Peak Hour of Generator83861 ‐ Sporting Goods SuperstoreData Source: Trip Generation Manual, 10th EdDense Multi‐Use Urban1000 Sq. Ft. GFA 48.8Saturday, Peak Hour of Generator1460857 ‐ Discount ClubData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA 152Saturday, Peak Hour of Generator968820 ‐ Shopping CenterData Source: Trip Generation Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GLA 296.2Saturday, Peak Hour of Generator296312 ‐ Business HotelData Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanRooms 124Saturday, Peak Hour of Generator56220 ‐ Multifamily Housing (Low‐Rise)Data Source: Trip Generation Manual, 10th EdGeneral Urban/SuburbanDwelling Units 304Land Use & Data Source Location IV Size Time PeriodVEHICLE TRIPS BEFORE REDUCTIONTotalGenerated By OTISS Pro v2.11A - 40
146
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois
Level of Service Criteria
A - 41
147
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois
LEVEL OF SERVICE CRITERIA
Signalized Intersections
Level of
Service
Interpretation
Average Control Delay
(seconds per vehicle)
A
Favorable progression. Most vehicles arrive during the green indication and travel through the intersection without
stopping.
10
B
Good progression, with more vehicles stopping than for Level of Service A. >10 - 20
C
Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear. Number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.
>20 - 35
D
The volume-to-capacity ratio is high and either progression is ineffective or the cycle length is too long. Many vehicles stop and individual cycle failures are noticeable.
>35 - 55
E Progression is unfavorable. The volume-to-capacity ratio is high and the cycle length is long. Individual cycle failures are frequent.
>55 - 80
F The volume-to-capacity ratio is very high, progression is
very poor, and the cycle length is long. Most cycles fail to clear the queue.
>80.0
Unsignalized Intersections
Level of Service Average Total Delay (SEC/VEH)
A 0 - 10
B > 10 - 15
C > 15 - 25
D > 25 - 35
E > 35 - 50
F > 50
Source: Highway Capacity Manual, 2010.
A - 42
148
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois
Capacity Analysis – Existing Conditions
A - 43
149
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 875 642 0 0 595 617 232 0 290 0 0 0
Future Volume (vph) 875 642 0 0 595 617 232 0 290 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1787 3619 0 0 3486 1583 2918 0 1346 0 0 0
Flt Permitted 0.161 0.950
Satd. Flow (perm)303 3619 0 0 3486 1583 2918 0 1346 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)1% 5% 0% 0% 9% 2% 20% 0% 20% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 931 683 0 0 633 656 247 0 309 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)59.0 92.0 33.0 28.0 28.0 28.0
Total Split (%)49.2% 76.7%27.5% 23.3% 23.3% 23.3%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)88.5 85.5 26.5 54.0 21.0 21.0
Actuated g/C Ratio 0.74 0.71 0.22 0.45 0.18 0.18
A - 44
150
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 1.02 0.26 0.82 0.92 0.48 1.31
Control Delay 60.3 6.3 54.6 51.2 48.3 208.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.3 6.3 54.6 51.2 48.3 208.2
LOS E A D D D F
Approach Delay 37.4 52.9 137.2
Approach LOS D D F
Queue Length 50th (ft) ~694 96 247 467 89 ~308
Queue Length 95th (ft) #924 111 #320 #712 132 #487
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 909 2578 769 712 510 235
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 1.02 0.26 0.82 0.92 0.48 1.31
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 83 (69%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.31
Intersection Signal Delay: 59.2 Intersection LOS: E
Intersection Capacity Utilization 95.8% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 45
151
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 1281 431 145 682 00002350215
Future Volume (vph)0 1281 431 145 682 00002350215
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3725 1468 1626 3423 00003335 0 2733
Flt Permitted 0.138 0.950
Satd. Flow (perm)0 3725 1468 236 3423 00003335 0 2733
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 2% 10% 11% 11% 0% 0% 0% 0% 5% 0% 4%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1348 454 153 718 00002470226
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)72.0 30.0 18.0 90.0 30.0 30.0
Total Split (%)60.0% 25.0% 15.0% 75.0%25.0% 25.0%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)74.9 99.2 92.1 87.6 16.4 16.4
Actuated g/C Ratio 0.62 0.83 0.77 0.73 0.14 0.14
A - 46
152
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.58 0.37 0.53 0.29 0.54 0.61
Control Delay 14.6 5.0 25.4 25.6 52.2 55.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.6 5.0 25.4 25.6 52.2 55.2
LOS B A C C D E
Approach Delay 12.2 25.6 53.7
Approach LOS B C D
Queue Length 50th (ft)285 117 92 295 93 95
Queue Length 95th (ft)431 155 m155 361 128 134
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)2324 1282 349 2500 611 501
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.58 0.35 0.44 0.29 0.40 0.45
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 44 (37%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 22.1 Intersection LOS: C
Intersection Capacity Utilization 61.7% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: I-55 West Ramps & US 30
A - 47
153
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)28 926 15 166 731 0 71 0 786 0 0 0
Future Volume (vph)28 926 15 166 731 0 71 0 786 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 1 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 1.00 1.00 1.00
Ped Bike Factor
Frt 0.998 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot)3400 3392 0 3335 3423 1863 1752 1961 2814 1863 1961 1863
Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm)3400 3392 0 3335 3423 1863 1752 1961 2814 1863 1961 1863
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 6% 20% 5% 11% 2% 3% 2% 1% 2% 2% 2%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 31 1057 0 187 821 0 80 0 883 0 0 0
Turn Type Prot NA Prot NA pm+ov Prot pt+ov Prot pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)16.0 48.0 26.0 58.0 13.0 30.0 33.0 13.0 16.0 16.0
Total Split (%)13.3% 40.0% 21.7% 48.3% 10.8% 25.0% 27.5% 10.8% 13.3% 13.3%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)6.6 53.3 13.4 64.3 31.2 53.7
Actuated g/C Ratio 0.06 0.44 0.11 0.54 0.26 0.45
A - 48
154
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.17 0.70 0.50 0.45 0.18 0.70
Control Delay 58.8 31.3 53.5 16.9 31.7 29.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.8 31.3 53.5 16.9 31.7 29.5
LOS E C D B C C
Approach Delay 32.0 23.7 29.7
Approach LOS C C C
Queue Length 50th (ft) 11 279 54 353 45 298
Queue Length 95th (ft) m25 515 86 415 81 331
Internal Link Dist (ft)783 883 926 552
Turn Bay Length (ft) 380 405 405 365
Base Capacity (vph) 325 1507 597 1833 504 1447
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.70 0.31 0.45 0.16 0.61
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 28.5 Intersection LOS: C
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 49
155
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 701 90 87 715 77 268
Future Volume (vph) 701 90 87 715 77 268
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.983 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3449 0 1770 3689 1770 1583
Flt Permitted 0.284 0.950
Satd. Flow (perm)3449 0 529 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 860 0 95 777 84 291
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)73.0 13.0 86.0 34.0 13.0
Total Split (%)60.8% 10.8% 71.7% 28.3% 10.8%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)80.1 102.0 100.7 11.0 30.4
Actuated g/C Ratio 0.67 0.85 0.84 0.09 0.25
A - 50
156
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.37 0.15 0.25 0.52 0.73
Control Delay 7.4 6.1 7.5 62.5 50.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 7.4 6.1 7.5 62.5 50.8
LOS A A A E D
Approach Delay 7.4 7.4 53.4
Approach LOS A A D
Queue Length 50th (ft) 108 22 120 63 205
Queue Length 95th (ft) 127 68 228 112 277
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2301 614 3096 413 401
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.37 0.15 0.25 0.20 0.73
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40 (33%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 47.2% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 51
157
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)10 383 203 47 271 181 79 494 3 124 607 15
Future Volume (vph)10 383 203 47 271 181 79 494 3 124 607 15
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.940 0.999 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1504 1942 1583 1543 3226 0 1719 3310 0 3367 3423 1509
Flt Permitted 0.441 0.195 0.950 0.950
Satd. Flow (perm)698 1942 1583 317 3226 0 1719 3310 0 3367 3423 1509
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 20% 3% 2% 17% 4% 7% 5% 9% 0% 4% 11% 7%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 421 223 52 497 0 87 546 0 136 667 16
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)13.0 47.0 20.0 13.0 47.0 16.0 40.0 20.0 44.0 44.0
Total Split (%)10.8% 39.2% 16.7% 10.8% 39.2% 13.3% 33.3% 16.7% 36.7% 36.7%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)38.6 31.7 48.3 43.1 39.4 10.5 50.6 10.2 50.2 50.2
Actuated g/C Ratio 0.32 0.26 0.40 0.36 0.33 0.09 0.42 0.08 0.42 0.42
A - 52
158
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday AM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.04 0.82 0.35 0.27 0.47 0.58 0.39 0.48 0.47 0.03
Control Delay 20.0 54.7 25.1 24.7 32.8 67.5 27.8 40.2 45.7 39.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.0 54.7 25.1 24.7 32.8 67.5 27.8 40.2 45.7 39.3
LOS BDCCC EC DDD
Approach Delay 44.0 32.0 33.3 44.7
Approach LOS DCCD
Queue Length 50th (ft) 5 308 118 25 149 65 157 56 286 12
Queue Length 95th (ft) 16 388 152 46 205 120 244 80 352 38
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 292 655 707 200 1160 170 1395 434 1433 631
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.04 0.64 0.32 0.26 0.43 0.51 0.39 0.31 0.47 0.03
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 39.2 Intersection LOS: D
Intersection Capacity Utilization 62.0% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 53
159
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 239 1346 0 0 956 403 375 0 410 0 0 0
Future Volume (vph) 239 1346 0 0 956 403 375 0 410 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1770 3725 0 0 3762 1568 3242 0 1495 0 0 0
Flt Permitted 0.182 0.950
Satd. Flow (perm)339 3725 0 0 3762 1568 3242 0 1495 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)2% 2% 0% 0% 1% 3% 8% 0% 8% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 246 1388 0 0 986 415 387 0 423 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)24.0 91.0 67.0 49.0 49.0 49.0
Total Split (%)17.1% 65.0%47.9% 35.0% 35.0% 35.0%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)88.2 85.2 67.3 115.1 41.3 41.3
Actuated g/C Ratio 0.63 0.61 0.48 0.82 0.30 0.30
A - 54
160
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.68 0.61 0.55 0.32 0.41 0.96
Control Delay 21.4 5.9 27.7 4.1 40.9 82.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.4 5.9 27.7 4.1 40.9 82.7
LOS CA CAD F
Approach Delay 8.3 20.7 62.7
Approach LOS A C E
Queue Length 50th (ft) 58 190 326 72 144 377
Queue Length 95th (ft) 88 55 430 138 192 #589
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 423 2268 1808 1296 972 448
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.58 0.61 0.55 0.32 0.40 0.94
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 85 (61%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 24.3 Intersection LOS: C
Intersection Capacity Utilization 72.0% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 55
161
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 818 227 341 986 000077001175
Future Volume (vph)0 818 227 341 986 000077001175
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3725 1442 1770 3654 00003433 0 2814
Flt Permitted 0.189 0.950
Satd. Flow (perm)0 3725 1442 352 3654 00003433 0 2814
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 2% 12% 2% 4% 0% 0% 0% 0% 2% 0% 1%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 835 232 348 1006 000078601199
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)49.0 53.0 38.0 87.0 53.0 53.0
Total Split (%)35.0% 37.9% 27.1% 62.1%37.9% 37.9%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)51.4 104.4 83.5 79.0 45.0 45.0
Actuated g/C Ratio 0.37 0.75 0.60 0.56 0.32 0.32
A - 56
162
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.61 0.22 0.77 0.49 0.71 1.33
Control Delay 18.9 1.5 32.1 22.1 46.1 192.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.9 1.5 32.1 22.1 46.1 192.7
LOS B A C C D F
Approach Delay 15.1 24.7 134.6
Approach LOS B C F
Queue Length 50th (ft)103 10 213 348 324 ~801
Queue Length 95th (ft)242 19 299 410 398 #952
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)1368 1075 559 2061 1103 904
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.61 0.22 0.62 0.49 0.71 1.33
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 39 (28%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.33
Intersection Signal Delay: 71.9 Intersection LOS: E
Intersection Capacity Utilization 80.3% ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: I-55 West Ramps & US 30
A - 57
163
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)20 840 37 851 1310 0 45 0 205 0 0 0
Future Volume (vph)20 840 37 851 1310 0 45 0 205 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 1 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 1.00 1.00 1.00
Ped Bike Factor
Frt 0.994 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot)3502 3393 0 3467 3689 1900 1805 2000 2842 1900 2000 1900
Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm)3502 3393 0 3467 3689 1900 1805 2000 2842 1900 2000 1900
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 (%)0% 6% 0% 1% 3% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 21 914 0 886 1365 0 47 0 214 0 0 0
Turn Type Prot NA Prot NA pm+ov Prot pt+ov Prot pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)15.0 60.0 45.0 90.0 26.5 28.0 8.5 26.5 7.0 15.0
Total Split (%)10.7% 42.9% 32.1% 64.3% 18.9% 20.0% 6.1% 18.9% 5.0% 10.7%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)6.3 68.6 42.0 108.4 11.1 58.4
Actuated g/C Ratio 0.04 0.49 0.30 0.77 0.08 0.42
A - 58
164
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.13 0.55 0.85 0.48 0.33 0.18
Control Delay 66.3 26.2 45.9 3.9 66.2 25.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.3 26.2 45.9 3.9 66.2 25.1
LOS E C D A E C
Approach Delay 27.1 20.4 32.5
Approach LOS C C C
Queue Length 50th (ft) 8 287 338 214 41 68
Queue Length 95th (ft) m23 343 m312 m221 83 90
Internal Link Dist (ft)783 883 926 552
Turn Bay Length (ft) 380 405 405 365
Base Capacity (vph) 262 1662 1076 2855 277 1214
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.55 0.82 0.48 0.17 0.18
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 32 (23%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 67.4% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 59
165
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 672 45 310 1045 45 225
Future Volume (vph) 672 45 310 1045 45 225
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.991 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3475 0 1770 3689 1770 1583
Flt Permitted 0.323 0.950
Satd. Flow (perm)3475 0 602 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 779 0 337 1136 49 245
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)69.0 38.0 107.0 33.0 38.0
Total Split (%)49.3% 27.1% 76.4% 23.6% 27.1%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)99.9 123.6 122.3 9.3 30.6
Actuated g/C Ratio 0.71 0.88 0.87 0.07 0.22
A - 60
166
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.31 0.50 0.35 0.42 0.71
Control Delay 5.2 10.1 1.8 72.6 60.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 5.2 10.1 1.8 72.6 60.8
LOS A BAEE
Approach Delay 5.2 3.7 62.8
Approach LOS A A E
Queue Length 50th (ft) 70 41 59 44 207
Queue Length 95th (ft) 159 102 71 85 275
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2479 818 3221 341 536
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.31 0.41 0.35 0.14 0.46
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 34 (24%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 11.0 Intersection LOS: B
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 61
167
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)4 332 238 76 509 150 122 400 14 275 618 45
Future Volume (vph)4 332 238 76 509 150 122 400 14 275 618 45
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.966 0.995 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1444 1961 1599 1719 3453 0 1770 3364 0 3467 3619 1392
Flt Permitted 0.270 0.221 0.950 0.950
Satd. Flow (perm)410 1961 1599 400 3453 0 1770 3364 0 3467 3619 1392
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 25% 2% 1% 5% 1% 1% 2% 7% 0% 1% 5% 16%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 342 245 78 680 0 126 426 0 284 637 46
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)14.0 50.0 21.0 14.0 50.0 21.0 55.0 21.0 55.0 55.0
Total Split (%)10.0% 35.7% 15.0% 10.0% 35.7% 15.0% 39.3% 15.0% 39.3% 39.3%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)37.8 30.0 53.2 45.0 41.1 15.2 62.5 16.7 64.0 64.0
Actuated g/C Ratio 0.27 0.21 0.38 0.32 0.29 0.11 0.45 0.12 0.46 0.46
A - 62
168
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday PM - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.03 0.81 0.40 0.37 0.67 0.66 0.28 0.69 0.39 0.07
Control Delay 28.5 67.5 32.4 36.5 46.9 75.4 27.2 60.4 25.8 23.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.5 67.5 32.4 36.5 46.9 75.4 27.2 60.4 25.8 23.4
LOS CECDD EC ECC
Approach Delay 52.7 45.8 38.2 35.8
Approach LOS DDDD
Queue Length 50th (ft) 2 299 162 50 278 112 128 109 223 28
Queue Length 95th (ft) 11 382 201 82 355 175 200 158 350 65
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 191 609 620 217 1094 221 1501 442 1654 636
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.02 0.56 0.40 0.36 0.62 0.57 0.28 0.64 0.39 0.07
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 42.4 Intersection LOS: D
Intersection Capacity Utilization 64.3% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 63
169
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 338 1096 0 0 904 474 210 0 305 0 0 0
Future Volume (vph) 338 1096 0 0 904 474 210 0 305 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1787 3762 0 0 3762 1583 3367 0 1615 0 0 0
Flt Permitted 0.208 0.950
Satd. Flow (perm)391 3762 0 0 3762 1583 3367 0 1615 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 (%)1% 1% 0% 0% 1% 2% 4% 0% 0% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 352 1142 0 0 942 494 219 0 318 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)30.0 86.0 56.0 34.0 34.0 34.0
Total Split (%)25.0% 71.7%46.7% 28.3% 28.3% 28.3%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)83.6 80.6 59.7 92.1 25.9 25.9
Actuated g/C Ratio 0.70 0.67 0.50 0.77 0.22 0.22
A - 64
170
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.74 0.45 0.50 0.41 0.30 0.91
Control Delay 28.6 15.0 22.7 6.7 40.3 76.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.6 15.0 22.7 6.7 40.3 76.5
LOS CB CAD E
Approach Delay 18.2 17.2 61.7
Approach LOS B B E
Queue Length 50th (ft) 167 312 250 105 73 239
Queue Length 95th (ft) 330 402 365 223 108 #402
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 580 2525 1871 1229 757 363
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.61 0.45 0.50 0.40 0.29 0.88
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 53 (44%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 24.5 Intersection LOS: C
Intersection Capacity Utilization 60.5% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 65
171
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 983 201 327 782 00004530400
Future Volume (vph)0 983 201 327 782 00004530400
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3762 1468 1770 3725 00003467 0 2787
Flt Permitted 0.189 0.950
Satd. Flow (perm)0 3762 1468 352 3725 00003467 0 2787
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 1% 10% 2% 2% 0% 0% 0% 0% 1% 0% 2%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1013 207 337 806 00004670412
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)56.0 36.0 28.0 84.0 36.0 36.0
Total Split (%)46.7% 30.0% 23.3% 70.0%30.0% 30.0%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)59.6 91.3 84.8 80.3 23.7 23.7
Actuated g/C Ratio 0.50 0.76 0.71 0.67 0.20 0.20
A - 66
172
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.54 0.19 0.75 0.32 0.68 0.75
Control Delay 20.9 3.0 43.6 7.3 49.6 53.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.9 3.0 43.6 7.3 49.6 53.9
LOS CADA D D
Approach Delay 17.9 18.0 51.6
Approach LOS B B D
Queue Length 50th (ft)215 31 160 98 172 170
Queue Length 95th (ft)342 53 281 120 221 225
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)1867 1168 538 2492 808 650
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.54 0.18 0.63 0.32 0.58 0.63
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 63 (53%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 27.1 Intersection LOS: C
Intersection Capacity Utilization 70.2% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 2: I-55 West Ramps & US 30
A - 67
173
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)18 890 27 350 832 0 24 0 294 0 0 0
Future Volume (vph)18 890 27 350 832 0 24 0 294 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 1 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot)3303 3494 0 3467 3725 1900 1736 2000 2814 1900 2000 1900
Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm)3303 3494 0 3467 3725 1900 1736 2000 2814 1900 2000 1900
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)6% 3% 0% 1% 2% 0% 4% 0% 1% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 936 0 357 849 0 24 0 300 0 0 0
Turn Type Prot NA Prot NA pm+ov Prot pt+ov Prot pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)16.0 62.0 22.0 68.0 6.5 29.5 29.5 6.5 6.5 16.0
Total Split (%)13.3% 51.7% 18.3% 56.7% 5.4% 24.6% 24.6% 5.4% 5.4% 13.3%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)6.2 69.4 17.8 87.1 12.5 37.6
Actuated g/C Ratio 0.05 0.58 0.15 0.73 0.10 0.31
A - 68
174
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.11 0.46 0.69 0.31 0.13 0.34
Control Delay 63.8 19.4 47.6 11.4 47.2 31.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 63.8 19.4 47.6 11.4 47.2 31.8
LOS E B D B D C
Approach Delay 20.2 22.1 32.9
Approach LOS C C C
Queue Length 50th (ft) 6 235 124 125 17 101
Queue Length 95th (ft) m18 282 175 232 42 128
Internal Link Dist (ft)783 883 926 552
Turn Bay Length (ft) 380 405 405 365
Base Capacity (vph) 316 2019 551 2704 332 901
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.46 0.65 0.31 0.07 0.33
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 81 (68%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 54.2% ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 69
175
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 750 56 261 595 33 185
Future Volume (vph) 750 56 261 595 33 185
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.990 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3472 0 1770 3689 1770 1583
Flt Permitted 0.290 0.950
Satd. Flow (perm)3472 0 540 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 876 0 284 647 36 201
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)71.0 16.0 87.0 33.0 16.0
Total Split (%)59.2% 13.3% 72.5% 27.5% 13.3%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)87.8 107.4 107.3 7.9 22.7
Actuated g/C Ratio 0.73 0.90 0.89 0.07 0.19
A - 70
176
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.35 0.46 0.20 0.31 0.67
Control Delay 4.5 7.3 3.7 59.6 55.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 4.5 7.3 3.7 59.6 55.2
LOS A AAEE
Approach Delay 4.5 4.8 55.9
Approach LOS A A E
Queue Length 50th (ft) 71 97 114 27 144
Queue Length 95th (ft) 126 154 152 61 207
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2539 628 3299 398 306
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.35 0.45 0.20 0.09 0.66
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 25 (21%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 10.6 Intersection LOS: B
Intersection Capacity Utilization 54.5% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 71
177
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)1 222 202 65 230 148 99 456 4 124 499 34
Future Volume (vph)1 222 202 65 230 148 99 456 4 124 499 34
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.941 0.999 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1805 1980 1615 1671 3337 0 1752 3502 0 3433 3725 1568
Flt Permitted 0.521 0.334 0.950 0.950
Satd. Flow (perm)990 1980 1615 588 3337 0 1752 3502 0 3433 3725 1568
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 1% 0% 8% 1% 3% 3% 3% 0% 2% 2% 3%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 229 208 67 390 0 102 474 0 128 514 35
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)13.0 45.0 18.0 13.0 45.0 18.0 44.0 18.0 44.0 44.0
Total Split (%)10.8% 37.5% 15.0% 10.8% 37.5% 15.0% 36.7% 15.0% 36.7% 36.7%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)26.1 19.6 35.9 31.5 27.8 12.3 62.8 9.8 60.3 60.3
Actuated g/C Ratio 0.22 0.16 0.30 0.26 0.23 0.10 0.52 0.08 0.50 0.50
A - 72
178
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Saturday Midday - Existing (2019)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.00 0.71 0.43 0.30 0.50 0.57 0.26 0.46 0.27 0.04
Control Delay 28.0 59.2 35.6 34.1 41.8 63.2 18.0 45.6 31.0 27.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.0 59.2 35.6 34.1 41.8 63.2 18.0 45.6 31.0 27.3
LOS CEDCD EB DCC
Approach Delay 47.9 40.7 26.0 33.5
Approach LOS DDCC
Queue Length 50th (ft) 1 170 130 39 132 77 107 44 202 23
Queue Length 95th (ft) 5 242 180 70 188 130 167 74 272 54
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 292 635 533 231 1070 209 1832 386 1872 788
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.00 0.36 0.39 0.29 0.36 0.49 0.26 0.33 0.27 0.04
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 36.0 Intersection LOS: D
Intersection Capacity Utilization 52.2% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 73
179
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois
Capacity Analysis – Year 2025 Base
Projected Conditions
A - 74
180
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 954 699 0 0 649 673 253 0 316 0 0 0
Future Volume (vph) 954 699 0 0 649 673 253 0 316 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1787 3619 0 0 3486 1583 2918 0 1346 0 0 0
Flt Permitted 0.133 0.950
Satd. Flow (perm)250 3619 0 0 3486 1583 2918 0 1346 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)1% 5% 0% 0% 9% 2% 20% 0% 20% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 1015 744 0 0 690 716 269 0 336 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)59.0 92.0 33.0 28.0 28.0 28.0
Total Split (%)49.2% 76.7%27.5% 23.3% 23.3% 23.3%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)88.5 85.5 26.5 54.0 21.0 21.0
Actuated g/C Ratio 0.74 0.71 0.22 0.45 0.18 0.18
A - 75
181
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 1.13 0.29 0.90 1.01 0.53 1.43
Control Delay 100.7 6.9 61.1 68.7 49.3 253.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 100.7 6.9 61.1 68.7 49.3 253.0
LOS F A E E D F
Approach Delay 61.0 65.0 162.4
Approach LOS E E F
Queue Length 50th (ft) ~830 121 275 ~551 98 ~352
Queue Length 95th (ft) #1093 125 #381 #814 143 #537
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 895 2578 769 712 510 235
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 1.13 0.29 0.90 1.01 0.53 1.43
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 83 (69%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.43
Intersection Signal Delay: 78.8 Intersection LOS: E
Intersection Capacity Utilization 103.7% ICU Level of Service G
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 76
182
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 1396 470 158 744 00002560234
Future Volume (vph)0 1396 470 158 744 00002560234
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3725 1468 1626 3423 00003335 0 2733
Flt Permitted 0.106 0.950
Satd. Flow (perm)0 3725 1468 181 3423 00003335 0 2733
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 2% 10% 11% 11% 0% 0% 0% 0% 5% 0% 4%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1469 495 166 783 00002690246
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)72.0 30.0 18.0 90.0 30.0 30.0
Total Split (%)60.0% 25.0% 15.0% 75.0%25.0% 25.0%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)72.8 97.9 91.3 86.8 17.2 17.2
Actuated g/C Ratio 0.61 0.82 0.76 0.72 0.14 0.14
A - 77
183
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.65 0.41 0.63 0.32 0.57 0.63
Control Delay 17.0 5.3 28.6 27.0 52.0 55.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.0 5.3 28.6 27.0 52.0 55.3
LOS B A C C D E
Approach Delay 14.0 27.3 53.6
Approach LOS B C D
Queue Length 50th (ft)326 136 115 325 101 102
Queue Length 95th (ft)476 m166 m161 m372 139 144
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)2258 1257 312 2477 611 501
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.65 0.39 0.53 0.32 0.44 0.49
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 44 (37%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 23.6 Intersection LOS: C
Intersection Capacity Utilization 66.0% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: I-55 West Ramps & US 30
A - 78
184
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)28 1009 16 181 797 0 77 0 857 0 0 0
Future Volume (vph)28 1009 16 181 797 0 77 0 857 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 1 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 1.00 1.00 1.00
Ped Bike Factor
Frt 0.998 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot)3400 3392 0 3335 3423 1863 1752 1961 2814 1863 1961 1863
Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm)3400 3392 0 3335 3423 1863 1752 1961 2814 1863 1961 1863
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 6% 20% 5% 11% 2% 3% 2% 1% 2% 2% 2%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 31 1152 0 203 896 0 87 0 963 0 0 0
Turn Type Prot NA Prot NA pm+ov Prot pt+ov Prot pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)16.0 48.0 26.0 58.0 13.0 30.0 33.0 13.0 16.0 16.0
Total Split (%)13.3% 40.0% 21.7% 48.3% 10.8% 25.0% 27.5% 10.8% 13.3% 13.3%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)6.6 50.6 14.5 62.7 37.3 56.4
Actuated g/C Ratio 0.06 0.42 0.12 0.52 0.31 0.47
A - 79
185
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.17 0.81 0.50 0.50 0.16 0.73
Control Delay 58.1 37.6 50.8 18.2 30.1 28.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.1 37.6 50.8 18.2 30.1 28.8
LOS E D D B C C
Approach Delay 38.1 24.2 28.9
Approach LOS D C C
Queue Length 50th (ft) 11 440 61 386 48 330
Queue Length 95th (ft) m25 #594 89 448 86 363
Internal Link Dist (ft)783 883 926 552
Turn Bay Length (ft) 380 405 405 365
Base Capacity (vph) 325 1431 597 1787 544 1485
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.81 0.34 0.50 0.16 0.65
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 30.6 Intersection LOS: C
Intersection Capacity Utilization 69.2% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 80
186
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 761 98 95 779 84 292
Future Volume (vph) 761 98 95 779 84 292
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.983 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3449 0 1770 3689 1770 1583
Flt Permitted 0.256 0.950
Satd. Flow (perm)3449 0 477 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 934 0 103 847 91 317
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)73.0 13.0 86.0 34.0 13.0
Total Split (%)60.8% 10.8% 71.7% 28.3% 10.8%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)77.8 99.0 96.5 11.5 32.7
Actuated g/C Ratio 0.65 0.82 0.80 0.10 0.27
A - 81
187
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.42 0.18 0.29 0.54 0.74
Control Delay 8.5 6.8 8.5 62.6 49.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 8.5 6.8 8.5 62.6 49.5
LOS A A A E D
Approach Delay 8.5 8.3 52.4
Approach LOS A A D
Queue Length 50th (ft) 118 31 162 68 222
Queue Length 95th (ft) 140 77 258 119 296
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2236 558 2966 413 432
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.42 0.18 0.29 0.22 0.73
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40 (33%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 16.2 Intersection LOS: B
Intersection Capacity Utilization 50.6% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 82
188
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)11 417 221 51 295 197 86 538 3 135 662 16
Future Volume (vph)11 417 221 51 295 197 86 538 3 135 662 16
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.940 0.999 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1504 1942 1583 1543 3226 0 1719 3310 0 3367 3423 1509
Flt Permitted 0.388 0.163 0.950 0.950
Satd. Flow (perm)614 1942 1583 265 3226 0 1719 3310 0 3367 3423 1509
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 20% 3% 2% 17% 4% 7% 5% 9% 0% 4% 11% 7%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 458 243 56 540 0 95 594 0 148 727 18
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)13.0 47.0 20.0 13.0 47.0 16.0 40.0 20.0 44.0 44.0
Total Split (%)10.8% 39.2% 16.7% 10.8% 39.2% 13.3% 33.3% 16.7% 36.7% 36.7%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)40.4 33.4 50.5 44.4 39.0 10.9 48.4 10.6 48.1 48.1
Actuated g/C Ratio 0.34 0.28 0.42 0.37 0.32 0.09 0.40 0.09 0.40 0.40
A - 83
189
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday AM - Future Base (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.05 0.85 0.37 0.31 0.52 0.61 0.44 0.50 0.53 0.03
Control Delay 19.5 55.7 24.2 25.1 34.2 69.0 30.0 38.3 48.4 38.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.5 55.7 24.2 25.1 34.2 69.0 30.0 38.3 48.4 38.6
LOS BECCC EC DDD
Approach Delay 44.3 33.4 35.4 46.5
Approach LOS DCDD
Queue Length 50th (ft) 6 334 126 26 160 71 182 59 313 14
Queue Length 95th (ft) 16 428 164 49 224 #130 270 79 380 40
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 278 655 730 188 1136 172 1335 434 1372 605
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.04 0.70 0.33 0.30 0.48 0.55 0.44 0.34 0.53 0.03
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 40.6 Intersection LOS: D
Intersection Capacity Utilization 65.5% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 84
190
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 261 1467 0 0 1042 439 409 0 447 0 0 0
Future Volume (vph) 261 1467 0 0 1042 439 409 0 447 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1770 3725 0 0 3762 1568 3242 0 1495 0 0 0
Flt Permitted 0.143 0.950
Satd. Flow (perm)266 3725 0 0 3762 1568 3242 0 1495 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)2% 2% 0% 0% 1% 3% 8% 0% 8% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 269 1512 0 0 1074 453 422 0 461 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)24.0 91.0 67.0 49.0 49.0 49.0
Total Split (%)17.1% 65.0%47.9% 35.0% 35.0% 35.0%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)87.5 84.5 64.7 113.2 42.0 42.0
Actuated g/C Ratio 0.62 0.60 0.46 0.81 0.30 0.30
A - 85
191
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.79 0.67 0.62 0.36 0.43 1.03
Control Delay 36.0 5.8 30.9 4.8 41.2 97.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.0 5.8 30.9 4.8 41.2 97.8
LOS DA CAD F
Approach Delay 10.4 23.2 70.7
Approach LOS B C E
Queue Length 50th (ft) 78 36 381 93 159 ~447
Queue Length 95th (ft) m167 86 480 155 210 #665
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 386 2248 1738 1267 972 448
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.67 0.62 0.36 0.43 1.03
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 85 (61%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 27.7 Intersection LOS: C
Intersection Capacity Utilization 77.5% ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 86
192
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 892 247 372 1075 000083901281
Future Volume (vph)0 892 247 372 1075 000083901281
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3725 1442 1770 3654 00003433 0 2814
Flt Permitted 0.132 0.950
Satd. Flow (perm)0 3725 1442 246 3654 00003433 0 2814
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 2% 12% 2% 4% 0% 0% 0% 0% 2% 0% 1%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 910 252 380 1097 000085601307
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)49.0 53.0 38.0 87.0 53.0 53.0
Total Split (%)35.0% 37.9% 27.1% 62.1%37.9% 37.9%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)47.0 100.0 83.5 79.0 45.0 45.0
Actuated g/C Ratio 0.34 0.71 0.60 0.56 0.32 0.32
A - 87
193
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.73 0.24 0.83 0.53 0.78 1.45
Control Delay 27.1 1.8 41.4 21.2 48.7 242.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.1 1.8 41.4 21.2 48.7 242.4
LOS C A D C D F
Approach Delay 21.6 26.4 165.7
Approach LOS C C F
Queue Length 50th (ft)112 13 262 388 363 ~917
Queue Length 95th (ft)352 20 382 453 443 #1069
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)1250 1029 522 2061 1103 904
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.73 0.24 0.73 0.53 0.78 1.45
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 39 (28%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.45
Intersection Signal Delay: 88.0 Intersection LOS: F
Intersection Capacity Utilization 86.4% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: I-55 West Ramps & US 30
A - 88
194
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)20 916 40 928 1428 0 49 0 223 0 0 0
Future Volume (vph)20 916 40 928 1428 0 49 0 223 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 1 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 1.00 1.00 1.00
Ped Bike Factor
Frt 0.994 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot)3502 3393 0 3467 3689 1900 1805 2000 2842 1900 2000 1900
Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm)3502 3393 0 3467 3689 1900 1805 2000 2842 1900 2000 1900
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 (%)0% 6% 0% 1% 3% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 21 996 0 967 1488 0 51 0 232 0 0 0
Turn Type Prot NA Prot NA pm+ov Prot pt+ov Prot pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)15.0 60.0 45.0 90.0 26.5 28.0 8.5 26.5 7.0 15.0
Total Split (%)10.7% 42.9% 32.1% 64.3% 18.9% 20.0% 6.1% 18.9% 5.0% 10.7%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)6.3 63.6 47.0 108.3 11.2 63.4
Actuated g/C Ratio 0.04 0.45 0.34 0.77 0.08 0.45
A - 89
195
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.13 0.65 0.83 0.52 0.36 0.18
Control Delay 68.5 31.7 40.0 4.3 66.9 22.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.5 31.7 40.0 4.3 66.9 22.3
LOS E C D A E C
Approach Delay 32.5 18.4 30.3
Approach LOS C B C
Queue Length 50th (ft) 7 316 394 273 44 70
Queue Length 95th (ft) m22 558 m298 m256 88 88
Internal Link Dist (ft)783 883 926 552
Turn Bay Length (ft) 380 405 405 365
Base Capacity (vph) 262 1541 1164 2852 277 1288
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.65 0.83 0.52 0.18 0.18
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 32 (23%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 71.8% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 90
196
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 731 49 338 1139 49 245
Future Volume (vph) 731 49 338 1139 49 245
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.991 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3475 0 1770 3689 1770 1583
Flt Permitted 0.294 0.950
Satd. Flow (perm)3475 0 548 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 848 0 367 1238 53 266
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)69.0 38.0 107.0 33.0 38.0
Total Split (%)49.3% 27.1% 76.4% 23.6% 27.1%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)98.0 123.3 122.0 9.6 32.5
Actuated g/C Ratio 0.70 0.88 0.87 0.07 0.23
A - 91
197
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.35 0.56 0.39 0.44 0.72
Control Delay 5.9 15.6 1.9 73.0 60.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 5.9 15.6 1.9 73.0 60.2
LOS A BAEE
Approach Delay 5.9 5.0 62.4
Approach LOS A A E
Queue Length 50th (ft) 77 66 65 47 224
Queue Length 95th (ft) 178 165 87 92 298
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2432 783 3214 341 539
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.35 0.47 0.39 0.16 0.49
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 34 (24%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 11.9 Intersection LOS: B
Intersection Capacity Utilization 58.0% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 92
198
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)4 362 259 83 555 164 133 436 15 300 674 49
Future Volume (vph)4 362 259 83 555 164 133 436 15 300 674 49
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.966 0.995 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1444 1961 1599 1719 3453 0 1770 3364 0 3467 3619 1392
Flt Permitted 0.240 0.203 0.950 0.950
Satd. Flow (perm)365 1961 1599 367 3453 0 1770 3364 0 3467 3619 1392
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 25% 2% 1% 5% 1% 1% 2% 7% 0% 1% 5% 16%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 373 267 86 741 0 137 464 0 309 695 51
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)14.0 50.0 21.0 14.0 50.0 21.0 55.0 21.0 55.0 55.0
Total Split (%)10.0% 35.7% 15.0% 10.0% 35.7% 15.0% 39.3% 15.0% 39.3% 39.3%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)40.0 32.2 55.8 47.4 43.5 15.5 59.8 17.0 61.4 61.4
Actuated g/C Ratio 0.29 0.23 0.40 0.34 0.31 0.11 0.43 0.12 0.44 0.44
A - 93
199
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday PM - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.03 0.83 0.42 0.41 0.69 0.70 0.32 0.73 0.44 0.08
Control Delay 27.0 66.3 31.3 36.0 45.8 78.8 29.2 61.8 28.3 24.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.0 66.3 31.3 36.0 45.8 78.8 29.2 61.8 28.3 24.4
LOS CECDD EC ECC
Approach Delay 51.6 44.8 40.5 37.9
Approach LOS DDDD
Queue Length 50th (ft) 2 326 173 54 303 121 148 119 265 32
Queue Length 95th (ft) 10 410 220 85 380 193 218 176 387 72
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 187 609 645 215 1122 218 1437 440 1586 610
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.02 0.61 0.41 0.40 0.66 0.63 0.32 0.70 0.44 0.08
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 43.1 Intersection LOS: D
Intersection Capacity Utilization 68.1% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 94
200
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 368 1195 0 0 985 517 229 0 332 0 0 0
Future Volume (vph) 368 1195 0 0 985 517 229 0 332 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1787 3762 0 0 3762 1583 3367 0 1615 0 0 0
Flt Permitted 0.163 0.950
Satd. Flow (perm)307 3762 0 0 3762 1583 3367 0 1615 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 (%)1% 1% 0% 0% 1% 2% 4% 0% 0% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 383 1245 0 0 1026 539 239 0 346 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)30.0 86.0 56.0 34.0 34.0 34.0
Total Split (%)25.0% 71.7%46.7% 28.3% 28.3% 28.3%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)82.5 79.5 55.5 89.0 27.0 27.0
Actuated g/C Ratio 0.69 0.66 0.46 0.74 0.22 0.22
A - 95
201
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.83 0.50 0.59 0.46 0.32 0.96
Control Delay 37.2 17.2 26.6 8.4 40.2 83.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.2 17.2 26.6 8.4 40.2 83.6
LOS DB CAD F
Approach Delay 21.9 20.3 65.9
Approach LOS C C E
Queue Length 50th (ft) 256 331 307 148 79 266
Queue Length 95th (ft) 373 454 407 252 117 #453
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 537 2493 1739 1174 757 363
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.71 0.50 0.59 0.46 0.32 0.95
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 53 (44%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 28.1 Intersection LOS: C
Intersection Capacity Utilization 64.9% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 96
202
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 1071 219 356 853 00004940436
Future Volume (vph)0 1071 219 356 853 00004940436
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3762 1468 1770 3725 00003467 0 2787
Flt Permitted 0.142 0.950
Satd. Flow (perm)0 3762 1468 265 3725 00003467 0 2787
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 1% 10% 2% 2% 0% 0% 0% 0% 1% 0% 2%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1104 226 367 879 00005090449
Turn Type NA Perm pm+pt NA Prot Prot
Protected Phases 2 1 6 7 7
Permitted Phases 2 6
Detector Phase 2216 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 26.0 9.5 26.0 13.0 13.0
Total Split (s)56.0 56.0 28.0 84.0 36.0 36.0
Total Split (%)46.7% 46.7% 23.3% 70.0%30.0% 30.0%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Recall Mode C-Max C-Max None C-Max None None
Act Effct Green (s)55.3 55.3 84.0 79.5 24.5 24.5
Actuated g/C Ratio 0.46 0.46 0.70 0.66 0.20 0.20
A - 97
203
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.64 0.33 0.82 0.36 0.72 0.79
Control Delay 26.8 25.9 57.5 7.6 50.5 55.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.8 25.9 57.5 7.6 50.5 55.8
LOS C C E A D E
Approach Delay 26.6 22.3 53.0
Approach LOS C C D
Queue Length 50th (ft)257 97 225 108 189 187
Queue Length 95th (ft)403 191 #334 132 242 246
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)1732 676 493 2469 808 650
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.64 0.33 0.74 0.36 0.63 0.69
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 63 (53%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 32.3 Intersection LOS: C
Intersection Capacity Utilization 75.3% 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: 2: I-55 West Ramps & US 30
A - 98
204
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)18 970 29 382 907 0 26 0 320 0 0 0
Future Volume (vph)18 970 29 382 907 0 26 0 320 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 1 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot)3303 3494 0 3467 3725 1900 1736 2000 2814 1900 2000 1900
Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm)3303 3494 0 3467 3725 1900 1736 2000 2814 1900 2000 1900
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)6% 3% 0% 1% 2% 0% 4% 0% 1% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 1020 0 390 926 0 27 0 327 0 0 0
Turn Type Prot NA Prot NA pm+ov Prot pt+ov Prot pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)16.0 62.0 22.0 68.0 6.5 29.5 29.5 6.5 6.5 16.0
Total Split (%)13.3% 51.7% 18.3% 56.7% 5.4% 24.6% 24.6% 5.4% 5.4% 13.3%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)6.2 67.3 19.2 86.5 12.9 39.7
Actuated g/C Ratio 0.05 0.56 0.16 0.72 0.11 0.33
A - 99
205
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.11 0.52 0.70 0.35 0.15 0.35
Control Delay 65.4 20.6 46.1 11.7 47.0 30.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.4 20.6 46.1 11.7 47.0 30.6
LOS E C D B D C
Approach Delay 21.4 21.9 31.8
Approach LOS C C C
Queue Length 50th (ft) 6 261 135 137 19 107
Queue Length 95th (ft) m18 308 196 252 46 136
Internal Link Dist (ft)783 883 926 552
Turn Bay Length (ft) 380 405 405 365
Base Capacity (vph) 316 1959 578 2684 332 932
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.52 0.67 0.35 0.08 0.35
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 81 (68%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 23.0 Intersection LOS: C
Intersection Capacity Utilization 57.4% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 100
206
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 815 61 284 649 36 202
Future Volume (vph) 815 61 284 649 36 202
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.990 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3472 0 1770 3689 1770 1583
Flt Permitted 0.261 0.950
Satd. Flow (perm)3472 0 486 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 952 0 309 705 39 220
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)71.0 16.0 87.0 33.0 16.0
Total Split (%)59.2% 13.3% 72.5% 27.5% 13.3%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)86.3 107.3 107.2 8.1 24.2
Actuated g/C Ratio 0.72 0.89 0.89 0.07 0.20
A - 101
207
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.38 0.52 0.21 0.33 0.69
Control Delay 5.1 8.8 3.7 59.9 54.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 5.1 8.8 3.7 59.9 54.6
LOS A A A E D
Approach Delay 5.1 5.2 55.4
Approach LOS A A E
Queue Length 50th (ft) 78 112 133 29 157
Queue Length 95th (ft) 154 146 145 65 223
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2496 596 3294 398 322
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.38 0.52 0.21 0.10 0.68
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 25 (21%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 11.0 Intersection LOS: B
Intersection Capacity Utilization 57.7% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 102
208
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)1 242 220 71 251 161 108 497 4 135 544 37
Future Volume (vph)1 242 220 71 251 161 108 497 4 135 544 37
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.941 0.999 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1805 1980 1615 1671 3338 0 1752 3502 0 3433 3725 1568
Flt Permitted 0.485 0.316 0.950 0.950
Satd. Flow (perm)922 1980 1615 556 3338 0 1752 3502 0 3433 3725 1568
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 1% 0% 8% 1% 3% 3% 3% 0% 2% 2% 3%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 249 227 73 425 0 111 516 0 139 561 38
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)13.0 45.0 18.0 13.0 45.0 18.0 44.0 18.0 44.0 44.0
Total Split (%)10.8% 37.5% 15.0% 10.8% 37.5% 15.0% 36.7% 15.0% 36.7% 36.7%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)27.4 20.9 37.6 32.9 29.2 12.9 61.1 10.2 58.4 58.4
Actuated g/C Ratio 0.23 0.17 0.31 0.27 0.24 0.11 0.51 0.08 0.49 0.49
A - 103
209
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Saturday Midday - Future (2025) Base Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.00 0.72 0.45 0.32 0.52 0.59 0.29 0.48 0.31 0.05
Control Delay 27.0 58.7 34.8 33.7 41.2 63.2 19.4 50.1 31.9 27.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.0 58.7 34.8 33.7 41.2 63.2 19.4 50.1 31.9 27.6
LOS CECCD EB DCC
Approach Delay 47.2 40.1 27.2 35.1
Approach LOS DDCD
Queue Length 50th (ft) 1 185 141 42 143 83 122 50 224 23
Queue Length 95th (ft) 5 258 191 73 202 138 188 80 293 59
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 290 635 550 231 1070 213 1782 386 1812 763
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.00 0.39 0.41 0.32 0.40 0.52 0.29 0.36 0.31 0.05
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 36.5 Intersection LOS: D
Intersection Capacity Utilization 54.9% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 104
210
Proposed The Boulevard MUD
Plainfield-Joliet, Illinois
Capacity Analysis – Year 2025 Total
Projected Conditions
A - 105
211
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1018 754 0 0 700 673 284 0 316 0 0 0
Future Volume (vph) 1018 754 0 0 700 673 284 0 316 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1787 3619 0 0 3486 1583 2918 0 1346 0 0 0
Flt Permitted 0.133 0.950
Satd. Flow (perm)250 3619 0 0 3486 1583 2918 0 1346 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)1% 5% 0% 0% 9% 2% 20% 0% 20% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 1072 794 0 0 737 708 299 0 333 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)59.0 92.0 33.0 28.0 28.0 28.0
Total Split (%)49.2% 76.7%27.5% 23.3% 23.3% 23.3%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)88.5 85.5 26.5 54.0 21.0 21.0
Actuated g/C Ratio 0.74 0.71 0.22 0.45 0.18 0.18
A - 106
212
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 1.20 0.31 0.96 0.99 0.59 1.42
Control Delay 127.5 8.3 70.2 65.9 50.8 247.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 127.5 8.3 70.2 65.9 50.8 247.9
LOS F A E E D F
Approach Delay 76.8 68.1 154.7
Approach LOS E E F
Queue Length 50th (ft) ~927 129 298 534 110 ~347
Queue Length 95th (ft) #1191 150 #423 #801 158 #531
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 895 2578 769 712 510 235
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 1.20 0.31 0.96 0.99 0.59 1.42
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 83 (69%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.42
Intersection Signal Delay: 86.1 Intersection LOS: F
Intersection Capacity Utilization 107.2% ICU Level of Service G
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 107
213
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 1515 496 158 826 00002560287
Future Volume (vph)0 1515 496 158 826 00002560287
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3725 1468 1626 3423 00003335 0 2733
Flt Permitted 0.074 0.950
Satd. Flow (perm)0 3725 1468 127 3423 00003335 0 2733
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 2% 10% 11% 11% 0% 0% 0% 0% 5% 0% 4%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1595 522 166 869 00002690302
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)72.0 30.0 18.0 90.0 30.0 30.0
Total Split (%)60.0% 25.0% 15.0% 75.0%25.0% 25.0%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)70.0 97.0 89.6 85.1 18.9 18.9
Actuated g/C Ratio 0.58 0.81 0.75 0.71 0.16 0.16
A - 108
214
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.73 0.44 0.70 0.36 0.51 0.70
Control Delay 18.1 3.1 32.2 29.2 49.3 56.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.1 3.1 32.2 29.2 49.3 56.7
LOS B A C C D E
Approach Delay 14.4 29.6 53.2
Approach LOS B C D
Queue Length 50th (ft)453 78 124 361 98 125
Queue Length 95th (ft)550 m92 m149 m392 139 176
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)2173 1223 275 2427 611 501
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.73 0.43 0.60 0.36 0.44 0.60
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 44 (37%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 24.6 Intersection LOS: C
Intersection Capacity Utilization 69.2% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: I-55 West Ramps & US 30
A - 109
215
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 104 989 16 181 784 148 77 33 857 165 31 72
Future Volume (vph) 104 989 16 181 784 148 77 33 857 165 31 72
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 2 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 1.00
Ped Bike Factor
Frt 0.998 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3400 3392 0 3335 3423 1583 1752 1961 2814 3433 1961 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3400 3392 0 3335 3423 1583 1752 1961 2814 3433 1961 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 6% 20% 5% 11% 2% 3% 2% 1% 2% 2% 2%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 109 1058 0 191 825 156 81 35 902 174 33 76
Turn Type Prot NA Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)16.0 48.0 26.0 58.0 26.0 26.0 20.0 26.0 20.0 16.0
Total Split (%)13.3% 40.0% 21.7% 48.3% 21.7% 21.7% 16.7% 21.7% 16.7% 13.3%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)9.4 43.2 19.8 53.6 71.5 17.0 23.6 47.9 11.4 22.9 34.6
Actuated g/C Ratio 0.08 0.36 0.16 0.45 0.60 0.14 0.20 0.40 0.10 0.19 0.29
A - 110
216
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.41 0.87 0.35 0.54 0.17 0.33 0.09 0.80 0.53 0.09 0.17
Control Delay 58.0 46.2 36.7 23.2 13.4 51.4 41.7 38.6 57.5 43.2 34.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.0 46.2 36.7 23.2 13.4 51.4 41.7 38.6 57.5 43.2 34.3
LOS ED DCBDDDEDC
Approach Delay 47.3 24.1 39.7 49.6
Approach LOS DCDD
Queue Length 50th (ft) 40 427 46 361 70 61 22 337 67 21 42
Queue Length 95th (ft) m67 #548 84 427 107 109 54 451 101 52 83
Internal Link Dist (ft)783 883 926 552
Turn Bay Length (ft) 380 405 125 405 365 160
Base Capacity (vph) 325 1221 597 1529 1076 342 385 1163 615 403 483
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.34 0.87 0.32 0.54 0.14 0.24 0.09 0.78 0.28 0.08 0.16
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 37.9 Intersection LOS: D
Intersection Capacity Utilization 77.1% 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.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 111
217
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 801 98 111 814 84 308
Future Volume (vph) 801 98 111 814 84 308
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.984 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3452 0 1770 3689 1770 1583
Flt Permitted 0.251 0.950
Satd. Flow (perm)3452 0 468 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 946 0 117 857 88 324
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)73.0 13.0 86.0 34.0 13.0
Total Split (%)60.8% 10.8% 71.7% 28.3% 10.8%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)77.3 99.2 96.7 11.3 33.2
Actuated g/C Ratio 0.64 0.83 0.81 0.09 0.28
A - 112
218
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.43 0.21 0.29 0.53 0.74
Control Delay 8.5 8.4 11.3 62.6 49.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 8.5 8.4 11.3 62.6 49.4
LOS A A B E D
Approach Delay 8.5 10.9 52.2
Approach LOS A B D
Queue Length 50th (ft) 117 40 183 66 227
Queue Length 95th (ft) 142 95 269 117 301
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2223 559 2972 413 437
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.43 0.21 0.29 0.21 0.74
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40 (33%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 17.2 Intersection LOS: B
Intersection Capacity Utilization 52.7% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 113
219
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)11 452 231 51 321 228 119 568 3 147 685 16
Future Volume (vph)11 452 231 51 321 228 119 568 3 147 685 16
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.938 0.999 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1504 1942 1583 1543 3217 0 1719 3310 0 3367 3423 1509
Flt Permitted 0.362 0.153 0.950 0.950
Satd. Flow (perm)573 1942 1583 248 3217 0 1719 3310 0 3367 3423 1509
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 1555 1456 3649
Travel Time (s)31.5 35.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 20% 3% 2% 17% 4% 7% 5% 9% 0% 4% 11% 7%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 476 243 54 578 0 125 601 0 155 721 17
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)13.0 47.0 20.0 13.0 47.0 16.0 40.0 20.0 44.0 44.0
Total Split (%)10.8% 39.2% 16.7% 10.8% 39.2% 13.3% 33.3% 16.7% 36.7% 36.7%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)41.3 34.3 51.6 45.3 39.9 12.2 47.3 10.8 45.9 45.9
Actuated g/C Ratio 0.34 0.29 0.43 0.38 0.33 0.10 0.39 0.09 0.38 0.38
A - 114
220
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.05 0.86 0.36 0.31 0.54 0.71 0.46 0.51 0.55 0.03
Control Delay 19.1 55.8 23.4 22.1 31.7 74.7 31.0 37.0 44.7 34.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.1 55.8 23.4 22.1 31.7 74.7 31.0 37.0 44.7 34.2
LOS BECCC EC DDC
Approach Delay 44.4 30.9 38.5 43.2
Approach LOS DCDD
Queue Length 50th (ft) 5 344 122 27 180 93 188 64 312 13
Queue Length 95th (ft) 16 450 163 55 257 #194 274 80 376 37
Internal Link Dist (ft)1304 1475 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 271 655 742 185 1149 181 1304 434 1309 577
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.04 0.73 0.33 0.29 0.50 0.69 0.46 0.36 0.55 0.03
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 39.7 Intersection LOS: D
Intersection Capacity Utilization 69.7% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 115
221
HCM Unsignalized Intersection Capacity Analysis
7: US 30 & Restricted Access 04/18/2019
Weekday AM - Future Total (2025)Synchro 9 Report
19-047; Plainfield-Joliet, IL
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1109 913 20 0 12
Future Volume (Veh/h) 0 1109 913 20 0 12
Sign Control Free Free Stop
Grade 0% 0%0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph)0 1167 961 21 0 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 1307 863
pX, platoon unblocked 0.83 0.88 0.83
vC, conflicting volume 982 1544 480
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 555 815 0
tC, single (s)4.1 6.8 6.9
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free %100 100 99
cM capacity (veh/h) 835 276 895
Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1
Volume Total 584 584 480 480 21 13
Volume Left 000000
Volume Right 00002113
cSH 1700 1700 1700 1700 1700 895
Volume to Capacity 0.34 0.34 0.28 0.28 0.01 0.01
Queue Length 95th (ft)000001
Control Delay (s) 0.0 0.0 0.0 0.0 0.0 9.1
Lane LOS A
Approach Delay (s)0.0 0.0 9.1
Approach LOS A
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 34.0% ICU Level of Service A
Analysis Period (min)15
A - 116
222
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 414 1615 0 0 1202 439 506 0 447 0 0 0
Future Volume (vph) 414 1615 0 0 1202 439 506 0 447 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1770 3725 0 0 3762 1568 3242 0 1495 0 0 0
Flt Permitted 0.068 0.950
Satd. Flow (perm)127 3725 0 0 3762 1568 3242 0 1495 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)2% 2% 0% 0% 1% 3% 8% 0% 8% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 427 1665 0 0 1239 453 522 0 461 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)29.0 91.0 62.0 49.0 49.0 49.0
Total Split (%)20.7% 65.0%44.3% 35.0% 35.0% 35.0%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)87.5 84.5 55.5 104.0 42.0 42.0
Actuated g/C Ratio 0.62 0.60 0.40 0.74 0.30 0.30
A - 117
223
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 1.13 0.74 0.83 0.39 0.54 1.03
Control Delay 119.4 9.2 44.0 7.6 43.3 97.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 119.4 9.2 44.0 7.6 43.3 97.8
LOS F A D A D F
Approach Delay 31.7 34.3 68.9
Approach LOS C C E
Queue Length 50th (ft) ~387 113 530 133 205 ~447
Queue Length 95th (ft) m#502 m187 625 186 263 #665
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 378 2248 1491 1164 972 448
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 1.13 0.74 0.83 0.39 0.54 1.03
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 85 (61%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 40.3 Intersection LOS: D
Intersection Capacity Utilization 81.3% ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 118
224
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 1193 339 372 1332 000083901449
Future Volume (vph)0 1193 339 372 1332 000083901449
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3725 1442 1770 3654 00003433 0 2814
Flt Permitted 0.076 0.950
Satd. Flow (perm)0 3725 1442 142 3654 00003433 0 2814
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 2% 12% 2% 4% 0% 0% 0% 0% 2% 0% 1%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1217 346 380 1359 000085601479
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)54.0 51.0 35.0 89.0 51.0 51.0
Total Split (%)38.6% 36.4% 25.0% 63.6%36.4% 36.4%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)49.3 100.3 85.5 81.0 43.0 43.0
Actuated g/C Ratio 0.35 0.72 0.61 0.58 0.31 0.31
A - 119
225
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.93 0.33 0.92 0.64 0.81 1.71
Control Delay 47.9 2.3 52.0 24.3 52.0 356.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.9 2.3 52.0 24.3 52.0 356.4
LOS D A D C D F
Approach Delay 37.8 30.4 244.8
Approach LOS D C F
Queue Length 50th (ft)442 18 289 611 371 ~1123
Queue Length 95th (ft)#728 m32 m#396 693 453 #1275
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)1311 1033 453 2114 1054 864
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.93 0.33 0.84 0.64 0.81 1.71
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 39 (28%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.71
Intersection Signal Delay: 121.2 Intersection LOS: F
Intersection Capacity Utilization 99.0% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: I-55 West Ramps & US 30
A - 120
226
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 276 847 40 928 1393 460 49 101 223 462 95 240
Future Volume (vph) 276 847 40 928 1393 460 49 101 223 462 95 240
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 2 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 1.00
Ped Bike Factor
Frt 0.993 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3502 3391 0 3467 3689 1615 1805 2000 2842 3502 2000 1615
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3502 3391 0 3467 3689 1615 1805 2000 2842 3502 2000 1615
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 (%)0% 6% 0% 1% 3% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 288 924 0 967 1451 479 51 105 232 481 99 250
Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov
Protected Phases 5 2 167381745
Permitted Phases 6 8 4
Detector Phase 5 2 167381745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 9.5 22.5 9.5
Total Split (s)22.0 50.0 40.0 68.0 29.0 37.0 21.0 40.0 29.0 13.0 22.0
Total Split (%)15.7% 35.7% 28.6% 48.6% 20.7% 26.4% 15.0% 28.6% 20.7% 9.3% 15.7%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None None
Act Effct Green (s)15.7 43.5 39.3 67.1 96.7 9.3 12.1 57.9 23.1 28.3 48.5
Actuated g/C Ratio 0.11 0.31 0.28 0.48 0.69 0.07 0.09 0.41 0.16 0.20 0.35
A - 121
227
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.73 0.88 0.99 0.82 0.43 0.42 0.61 0.20 0.83 0.25 0.45
Control Delay 74.3 56.7 55.8 23.0 15.6 72.7 76.2 27.2 69.9 49.6 38.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 74.3 56.7 55.8 23.0 15.6 72.7 76.2 27.2 69.9 49.6 38.5
LOS EE ECBEECEDD
Approach Delay 60.9 32.7 46.4 58.0
Approach LOS E C D E
Queue Length 50th (ft) 140 463 ~490 569 270 45 93 77 218 77 175
Queue Length 95th (ft) 188 #411 m400 m458 m242 89 155 111 282 134 261
Internal Link Dist (ft) 783 883 926 552
Turn Bay Length (ft) 380 405 125 405 365 160
Base Capacity (vph) 437 1053 973 1767 1131 393 207 1175 612 404 580
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.66 0.88 0.99 0.82 0.42 0.13 0.51 0.20 0.79 0.25 0.43
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 32 (23%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 44.1 Intersection LOS: D
Intersection Capacity Utilization 83.9% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 122
228
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 867 49 386 1278 49 296
Future Volume (vph) 867 49 386 1278 49 296
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.992 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3479 0 1770 3689 1770 1583
Flt Permitted 0.246 0.950
Satd. Flow (perm)3479 0 458 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 965 0 406 1345 52 312
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)69.0 38.0 107.0 33.0 38.0
Total Split (%)49.3% 27.1% 76.4% 23.6% 27.1%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)93.4 123.4 122.1 9.5 37.1
Actuated g/C Ratio 0.67 0.88 0.87 0.07 0.26
A - 123
229
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.42 0.65 0.42 0.43 0.74
Control Delay 10.0 21.3 4.0 72.9 57.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.0 21.3 4.0 72.9 57.0
LOS B C A E E
Approach Delay 10.0 8.0 59.3
Approach LOS B A E
Queue Length 50th (ft) 162 187 121 46 260
Queue Length 95th (ft) 200 m274 233 90 322
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2319 727 3216 341 538
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.42 0.56 0.42 0.15 0.58
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 34 (24%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 14.7 Intersection LOS: B
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 4: Lily Cache Rd & US 30
A - 124
230
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)4 476 289 83 650 259 221 550 15 348 765 49
Future Volume (vph)4 476 289 83 650 259 221 550 15 348 765 49
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.957 0.996 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1444 1961 1599 1719 3421 0 1770 3366 0 3467 3619 1392
Flt Permitted 0.157 0.119 0.950 0.950
Satd. Flow (perm)239 1961 1599 215 3421 0 1770 3366 0 3467 3619 1392
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 25% 2% 1% 5% 1% 1% 2% 7% 0% 1% 5% 16%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 491 298 86 937 0 228 582 0 359 789 51
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)14.0 47.0 47.0 14.0 47.0 32.0 32.0 47.0 47.0 47.0
Total Split (%)10.0% 33.6% 33.6% 10.0% 33.6% 22.9% 22.9% 33.6% 33.6% 33.6%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)45.8 38.0 64.8 53.1 49.2 22.5 50.9 20.3 48.6 48.6
Actuated g/C Ratio 0.33 0.27 0.46 0.38 0.35 0.16 0.36 0.14 0.35 0.35
A - 125
231
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.03 0.92 0.40 0.49 0.78 0.80 0.48 0.72 0.63 0.11
Control Delay 25.8 73.3 25.7 45.6 58.7 76.9 37.5 78.6 31.5 28.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.8 73.3 25.7 45.6 58.7 76.9 37.5 78.6 31.5 28.3
LOS CECDE ED ECC
Approach Delay 55.2 57.6 48.6 45.4
Approach LOS E E D D
Queue Length 50th (ft) 2 425 171 59 462 201 221 177 197 21
Queue Length 95th (ft) 10 #613 225 m94 #546 288 299 229 351 50
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 166 567 993 183 1201 347 1223 1052 1257 483
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.02 0.87 0.30 0.47 0.78 0.66 0.48 0.34 0.63 0.11
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 51.4 Intersection LOS: D
Intersection Capacity Utilization 81.1% 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.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 126
232
HCM Unsignalized Intersection Capacity Analysis
7: US 30 & Restricted Access 04/18/2019
Weekday PM - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1163 1628 54 0 36
Future Volume (Veh/h) 0 1163 1628 54 0 36
Sign Control Free Free Stop
Grade 0% 0%0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph)0 1224 1714 57 0 38
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 1307 863
pX, platoon unblocked 0.64 0.70 0.64
vC, conflicting volume 1771 2326 857
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1080 1279 0
tC, single (s)4.1 6.8 6.9
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free %100 100 95
cM capacity (veh/h) 411 110 694
Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1
Volume Total 612 612 857 857 57 38
Volume Left 000000
Volume Right 00005738
cSH 1700 1700 1700 1700 1700 694
Volume to Capacity 0.36 0.36 0.50 0.50 0.03 0.05
Queue Length 95th (ft)000004
Control Delay (s) 0.0 0.0 0.0 0.0 0.0 10.5
Lane LOS B
Approach Delay (s)0.0 0.0 10.5
Approach LOS B
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min)15
A - 127
233
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 582 1397 0 0 1202 517 359 0 332 0 0 0
Future Volume (vph) 582 1397 0 0 1202 517 359 0 332 0 0 0
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)200 0 0 135 0 460 0 0
Storage Lanes 1 0 0 1 2 1 0 0
Taper Length (ft)150 25 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1787 3762 0 0 3762 1583 3367 0 1615 0 0 0
Flt Permitted 0.077 0.950
Satd. Flow (perm)145 3762 0 0 3762 1583 3367 0 1615 0 0 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)495 1754 978 927
Travel Time (s)9.6 34.2 22.2 21.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 (%)1% 1% 0% 0% 1% 2% 4% 0% 0% 0% 0% 0%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 606 1455 0 0 1252 539 374 0 346 0 0 0
Turn Type pm+pt NA NA custom Prot Prot
Protected Phases 5 2 6 3 3 3
Permitted Phases 2 6
Detector Phase 5 2 6 3 3 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 24.5 12.0 12.0 12.0
Total Split (s)31.0 86.0 55.0 34.0 34.0 34.0
Total Split (%)25.8% 71.7%45.8% 28.3% 28.3% 28.3%
Yellow Time (s)3.5 4.5 4.5 4.5 4.5 4.5
All-Red Time (s)0.0 2.0 2.0 2.5 2.5 2.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)3.5 6.5 6.5 7.0 7.0 7.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None C-Max C-Max None None None
Act Effct Green (s)82.5 79.5 48.5 82.0 27.0 27.0
Actuated g/C Ratio 0.69 0.66 0.40 0.68 0.22 0.22
A - 128
234
Lanes, Volumes, Timings
1: I-55 East Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 1.27 0.58 0.82 0.50 0.49 0.96
Control Delay 162.9 21.8 37.5 11.1 43.2 83.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 162.9 21.8 37.5 11.1 43.2 83.6
LOS F C D B D F
Approach Delay 63.3 29.6 62.6
Approach LOS E C E
Queue Length 50th (ft) ~553 485 448 182 130 266
Queue Length 95th (ft) m#628 m506 542 261 179 #453
Internal Link Dist (ft)415 1674 898 847
Turn Bay Length (ft) 200 135 460
Base Capacity (vph) 476 2493 1520 1081 757 363
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 1.27 0.58 0.82 0.50 0.49 0.95
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 53 (44%), Referenced to phase 2:EBTL and 6:WBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.27
Intersection Signal Delay: 50.0 Intersection LOS: D
Intersection Capacity Utilization 86.1% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: I-55 East Ramps & US 30
A - 129
235
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 1487 340 356 1200 00004940664
Future Volume (vph)0 1487 340 356 1200 00004940664
Ideal Flow (vphpl)1900 2000 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)0 260 200 0 0 0 520 520
Storage Lanes 0 1 1 0 0 0 2 1
Taper Length (ft)25 170 25 25
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 3762 1468 1770 3725 00003467 0 2787
Flt Permitted 0.075 0.950
Satd. Flow (perm)0 3762 1468 140 3725 00003467 0 2787
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 30
Link Distance (ft)963 701 1068 1122
Travel Time (s)18.8 13.7 24.3 25.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 1% 10% 2% 2% 0% 0% 0% 0% 1% 0% 2%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1533 351 367 1237 00005090685
Turn Type NA custom pm+pt NA Prot Prot
Protected Phases 2716 7 7
Permitted Phases 2 6
Detector Phase 2716 7 7
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)26.0 13.0 9.5 26.0 13.0 13.0
Total Split (s)56.0 36.0 28.0 84.0 36.0 36.0
Total Split (%)46.7% 30.0% 23.3% 70.0%30.0% 30.0%
Yellow Time (s)4.5 4.5 3.5 4.5 4.5 4.5
All-Red Time (s)3.5 3.5 0.0 3.5 3.5 3.5
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)8.0 8.0 3.5 8.0 8.0 8.0
Lead/Lag Lag Lead
Lead-Lag Optimize?Yes Yes
Recall Mode C-Max None None C-Max None None
Act Effct Green (s)49.9 85.9 80.5 76.0 28.0 28.0
Actuated g/C Ratio 0.42 0.72 0.67 0.63 0.23 0.23
A - 130
236
Lanes, Volumes, Timings
2: I-55 West Ramps & US 30 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.98 0.33 0.92 0.52 0.63 1.05
Control Delay 54.7 11.4 71.0 12.1 45.4 94.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.7 11.4 71.0 12.1 45.4 94.8
LOS D B E B D F
Approach Delay 46.6 25.6 73.7
Approach LOS D C E
Queue Length 50th (ft)~571 132 268 179 184 ~329
Queue Length 95th (ft)#793 m170 m#349 271 242 #461
Internal Link Dist (ft)883 621 988 1042
Turn Bay Length (ft)260 200 520 520
Base Capacity (vph)1563 1050 426 2359 808 650
Starvation Cap Reductn 0000 0 0
Spillback Cap Reductn 0000 0 0
Storage Cap Reductn 0000 0 0
Reduced v/c Ratio 0.98 0.33 0.86 0.52 0.63 1.05
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 63 (53%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.05
Intersection Signal Delay: 46.3 Intersection LOS: D
Intersection Capacity Utilization 86.2% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: I-55 West Ramps & US 30
A - 131
237
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 369 877 29 382 863 619 26 135 320 630 127 307
Future Volume (vph) 369 877 29 382 863 619 26 135 320 630 127 307
Ideal Flow (vphpl)1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)380 0 405 125 405 365 160 0
Storage Lanes 2 0 2 1 1 2 2 1
Taper Length (ft)260 280 130 25
Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 1.00
Ped Bike Factor
Frt 0.995 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3303 3491 0 3467 3725 1615 1736 2000 2814 3433 1961 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3303 3491 0 3467 3725 1615 1736 2000 2814 3433 1961 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30 35
Link Distance (ft)863 963 1006 632
Travel Time (s)16.8 18.8 22.9 12.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)6% 3% 0% 1% 2% 0% 4% 0% 1% 2% 2% 2%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 377 925 0 390 881 632 27 138 327 643 130 313
Turn Type Prot NA Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov
Protected Phases 5 2 167388 1745
Permitted Phases 6 4
Detector Phase 5 2 167388 1745
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 24.5 9.5 11.5 24.5 9.5 22.5 9.5
Total Split (s)21.0 45.0 22.0 46.0 31.0 31.0 22.0 31.0 22.0 21.0
Total Split (%)17.5% 37.5% 18.3% 38.3% 25.8% 25.8% 18.3% 25.8% 18.3% 17.5%
Yellow Time (s)3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 3.5
All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None None None None None None
Act Effct Green (s)16.3 40.8 16.7 41.3 73.5 7.4 14.7 35.9 25.8 38.0 58.8
Actuated g/C Ratio 0.14 0.34 0.14 0.34 0.61 0.06 0.12 0.30 0.22 0.32 0.49
A - 132
238
Lanes, Volumes, Timings
3: US 30 & Frontage Rd/Boulevard 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.84 0.78 0.81 0.69 0.64 0.25 0.56 0.39 0.87 0.21 0.40
Control Delay 62.9 39.5 52.6 38.7 17.8 58.7 59.0 34.6 59.3 32.8 22.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.9 39.5 52.6 38.7 17.8 58.7 59.0 34.6 59.3 32.8 22.5
LOS ED DDBEECECC
Approach Delay 46.3 34.6 42.7 45.5
Approach LOS DCDD
Queue Length 50th (ft) 146 272 166 269 201 20 101 111 247 77 158
Queue Length 95th (ft) #218 423 m177 m329 m309 51 169 157 #336 134 245
Internal Link Dist (ft) 783 883 926 552
Turn Bay Length (ft) 380 405 125 405 365 160
Base Capacity (vph) 458 1188 505 1281 999 354 258 818 758 620 780
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.82 0.78 0.77 0.69 0.63 0.08 0.53 0.40 0.85 0.21 0.40
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 81 (68%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 41.1 Intersection LOS: D
Intersection Capacity Utilization 79.1% 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.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: US 30 & Frontage Rd/Boulevard
A - 133
239
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1005 61 348 822 36 270
Future Volume (vph) 1005 61 348 822 36 270
Ideal Flow (vphpl)1900 1900 1900 2000 1900 1900
Lane Width (ft)12 12 12 12 12 12
Grade (%)0%0% 0%
Storage Length (ft)0 400 125 0
Storage Lanes 0 1 1 1
Taper Length (ft)160 115
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.991 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3475 0 1770 3689 1770 1583
Flt Permitted 0.196 0.950
Satd. Flow (perm)3475 0 365 3689 1770 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 30
Link Distance (ft)3649 1307 725
Travel Time (s)71.1 25.5 16.5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)3% 2% 2% 3% 2% 2%
Bus Blockages (#/hr)000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 1122 0 366 865 38 284
Turn Type NA pm+pt NA Prot pm+ov
Protected Phases 2 1681
Permitted Phases 6 8
Detector Phase 2 1681
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)24.0 22.5 24.0 24.0 22.5
Total Split (s)71.0 16.0 87.0 33.0 16.0
Total Split (%)59.2% 13.3% 72.5% 27.5% 13.3%
Yellow Time (s)4.0 3.5 4.0 4.0 3.5
All-Red Time (s)2.0 0.0 2.0 2.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.0 3.5 6.0 6.0 3.5
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None C-Max None None
Act Effct Green (s)79.7 107.3 107.2 8.1 30.8
Actuated g/C Ratio 0.66 0.89 0.89 0.07 0.26
A - 134
240
Lanes, Volumes, Timings
4: Lily Cache Rd & US 30 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBT EBR WBL WBT NBL NBR
v/c Ratio 0.49 0.63 0.26 0.32 0.70
Control Delay 9.7 20.1 0.6 59.7 48.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 9.7 20.1 0.6 59.7 48.6
LOS A C A E D
Approach Delay 9.7 6.4 49.9
Approach LOS A A D
Queue Length 50th (ft) 157 79 14 29 194
Queue Length 95th (ft) 292 93 21 64 259
Internal Link Dist (ft) 3569 1227 645
Turn Bay Length (ft)400 125
Base Capacity (vph) 2309 578 3295 398 405
Starvation Cap Reductn 0 0000
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.49 0.63 0.26 0.10 0.70
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 25 (21%), Referenced to phase 2:EBT and 6:WBTL, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 13.0 Intersection LOS: B
Intersection Capacity Utilization 66.5% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 4: Lily Cache Rd & US 30
A - 135
241
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph)1 395 260 71 372 288 220 659 4 193 659 37
Future Volume (vph)1 395 260 71 372 288 220 659 4 193 659 37
Ideal Flow (vphpl)1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Lane Width (ft)12 12 12 12 12 12 12 12 12 12 12 12
Grade (%)0%0%0%0%
Storage Length (ft)180 180 160 0 195 0 265 205
Storage Lanes 1 1 1 0 1 0 2 1
Taper Length (ft)170 170 170 250
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.97 0.95 1.00
Ped Bike Factor
Frt 0.850 0.935 0.999 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1805 1980 1615 1671 3313 0 1752 3502 0 3433 3725 1568
Flt Permitted 0.298 0.200 0.950 0.950
Satd. Flow (perm)566 1980 1615 352 3313 0 1752 3502 0 3433 3725 1568
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 30 35 35
Link Distance (ft)1384 4279 1456 3649
Travel Time (s)31.5 97.3 28.4 71.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%)0% 1% 0% 8% 1% 3% 3% 3% 0% 2% 2% 3%
Bus Blockages (#/hr)000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 407 268 73 681 0 227 683 0 199 679 38
Turn Type pm+pt NA pm+ov pm+pt NA Prot NA Prot NA Perm
Protected Phases 74538 16 52
Permitted Phases 4 4 8 2
Detector Phase 74538 16 522
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.5 24.5 9.5 9.5 24.5 9.5 24.5 9.5 24.5 24.5
Total Split (s)13.0 45.0 18.0 13.0 45.0 18.0 44.0 18.0 44.0 44.0
Total Split (%)10.8% 37.5% 15.0% 10.8% 37.5% 15.0% 36.7% 15.0% 36.7% 36.7%
Yellow Time (s)3.5 4.5 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5
All-Red Time (s)1.0 2.0 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.5 6.5 4.5 4.5 6.5 4.5 6.5 4.5 6.5 6.5
Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max
Act Effct Green (s)37.1 30.6 48.9 42.6 38.9 21.7 49.8 11.8 39.9 39.9
Actuated g/C Ratio 0.31 0.26 0.41 0.36 0.32 0.18 0.42 0.10 0.33 0.33
A - 136
242
Lanes, Volumes, Timings
5: US 30 & Renwick Rd (CR 36)04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR
v/c Ratio 0.00 0.81 0.41 0.35 0.63 0.72 0.47 0.59 0.55 0.07
Control Delay 20.0 54.3 26.2 28.4 38.3 61.4 29.2 43.3 37.1 30.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.0 54.3 26.2 28.4 38.3 61.4 29.2 43.3 37.1 30.4
LOS BDCCD EC DDC
Approach Delay 43.1 37.3 37.2 38.2
Approach LOS DDDD
Queue Length 50th (ft) 1 299 145 40 254 167 207 74 243 25
Queue Length 95th (ft) 4 379 188 69 331 #368 302 118 304 57
Internal Link Dist (ft)1304 4199 1376 3569
Turn Bay Length (ft) 180 180 160 195 265 205
Base Capacity (vph) 273 635 681 218 1151 317 1452 387 1237 521
Starvation Cap Reductn 00000 00 000
Spillback Cap Reductn 00000 00 000
Storage Cap Reductn 00000 00 000
Reduced v/c Ratio 0.00 0.64 0.39 0.33 0.59 0.72 0.47 0.51 0.55 0.07
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 38.7 Intersection LOS: D
Intersection Capacity Utilization 71.7% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 5: US 30 & Renwick Rd (CR 36)
A - 137
243
HCM Unsignalized Intersection Capacity Analysis
7: US 30 & Restricted Access 04/18/2019
Saturday Midday - Future (2025) Total Synchro 9 Report
19-047; Plainfield-Joliet, IL
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1275 1122 74 0 48
Future Volume (Veh/h) 0 1275 1122 74 0 48
Sign Control Free Free Stop
Grade 0% 0%0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph)0 1342 1181 78 0 51
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 1307 863
pX, platoon unblocked 0.79 0.87 0.79
vC, conflicting volume 1259 1852 590
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 800 858 0
tC, single (s)4.1 6.8 6.9
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free %100 100 94
cM capacity (veh/h) 648 258 858
Direction, Lane #EB 1 EB 2 WB 1 WB 2 WB 3 SB 1
Volume Total 671 671 590 590 78 51
Volume Left 000000
Volume Right 00007851
cSH 1700 1700 1700 1700 1700 858
Volume to Capacity 0.39 0.39 0.35 0.35 0.05 0.06
Queue Length 95th (ft)000005
Control Delay (s) 0.0 0.0 0.0 0.0 0.0 9.5
Lane LOS A
Approach Delay (s)0.0 0.0 9.5
Approach LOS A
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 39.5% ICU Level of Service A
Analysis Period (min)15
A - 138
244