HomeMy Public PortalAbout12-21-21 Plan Commission Agenda PacketPlan Commission
Tuesday, December 21, 2021
7:00 PM
Village Boardroom
24401 W. Lockport Street
Plainfield, IL 60544
Due to the COVID-19 pandemic, members of the public attending the meeting
may do so subject to compliance with COVID-19 safety protocols, including
wearing face coverings at all times while inside Village buildings.
Agenda
CALL TO ORDER, PLEDGE TO THE FLAG, ROLL CALL
APPROVAL OF MINUTES
Approval of the Minutes of the Plan Commission held on December 7, 2021.
12-07-21 Plan Commission Minutes.pdf
PUBLIC COMMENTS
DEVELOPMENT REPORT
OLD BUSINESS
NEW BUSINESS
1.BRONK FARM (CASE 1948-101121.AA.SU.SPR.PP)
1.a.Seeking a motion to open a Public Hearing regarding the annexation of approximately
162 acres into the Village of Plainfield and a special use permit to allow a Planned
Development of 450 unit mixed-residential development for the property located
generally at the southwest corner of 127th St. and Van Dyke Rd, commonly known as
the Bronk Farm.
1.b.Seeking a motion to close the Public Hearing regarding the annexation of approximately
162 acres into the Village of Plainfield and a special use permit to allow a Planned
Development of 450 unit mixed-residential development for the property located
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Plan Commission Page - 2
generally at the southwest corner of 127th St. and Van Dyke Rd, commonly known as
the Bronk Farm.
1.c.Seeking a motion to recommend approval of annexation of the residential development
commonly known as Bronk Farm (PIN: 07-01-33-100-006-0000), located generally
on the southwest corner of 127th Street and Van Dyke Road, as a logical extension of
the Village boundary.
Bronk Farm Staff Report Packet.pdf
1.d.Seeking a motion to adopt the findings of fact of staff as the findings of fact of the Plan
Commission and, furthermore, recommend approval of the special use for planned
development to permit a mixed residential development, commonly known as Bronk
Farm, including 332 single-family-detached dwelling units and 118 townhome dwelling
units, subject to the stipulations in the staff report.
1.e.Seeking a motion to recommend approval of the requested site plan review for a mixed
residential development, commonly known as Bronk Farm, including 332
single-family-detached dwelling units and 118 townhome dwelling units, subject to the
stipulations in the staff report.
1.f.Seeking a motion to recommend approval of the Preliminary Plat of Subdivision for a
mixed residential development, commonly known as Bronk Farm, including 332
single-family-detached dwelling units and 118 townhome dwelling units, subject to the
stipulations in the staff report.
DISCUSSION
ADJOURN
REMINDERS -
December 24th - Village Offices Closed
December 27th - Village Offices Closed
December 31st - Village Offices Closed
January 3rd - Village Board Meeting at 7:00 p.m.
January 4th - Plan Commission at 7:00 p.m.
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Plan Commission
Record of Minutes
Date: December 7, 2021 Location: Village Hall
CALL TO ORDER, PLEDGE, & ROLL CALL
Chairman Kiefer called the Plan Commission meeting to order at 7:00 p.m. and led the pledge to the flag.
ROLL CALL: Commissioners Heinen, Minnis, Renzi, Seggebruch, Valerga, Womack and Chairman
Kiefer were present. Commissioners Goins and Nicholson were absent.
OTHERS PRESENT: John Argoudelis, Village President (Mayor); Jonathan Proulx, Planning Director;
and Yuchen Ding, Associate Planner.
Mayor Argoudelis provided his vision on how to have cohesiveness between the Plan Commission and
Village Board.
Mayor Argoudelis swore in Commissioner Womack and Commissioner Valerga.
APPROVAL OF MINUTES
The Minutes of the Plan Commission meeting held on November 16, 2021 were approved as amended.
PUBLIC COMMENTS
No Public Comments.
DEVELOPMENT REPORT
Mr. Proulx stated the mayor has made four appointments to the Plan Commission which included two ex-
officio members. Mr. Proulx briefly explained the role of the ex-officio members.
Mr. Proulx provide an update on the following items: Lockport St. Variance, and the Onyx Subdivision.
OLD BUSINESS
No Old Business.
NEW BUSINESS
1950-102621.SU 14917 S. EASTERN AVE. CHANCE H. EIKER
Commissioner Minnis made a to open a Public Hearing regarding a proposed special use request for
the property located at 14917 S. Eastern Ave., in the Village of Plainfield. Seconded by Commissioner
Renzi. Voice Vote. All in favor. 0 opposed. Motion carried 7-0.
Mr. Ding stated the applicant is seeking approval of a special use with a Planned Development agreement
at 14917 S. Eastern Avenue in order to renovate the existing bi-level single-family residential home and
divide the home into two (2) dwelling units with separated entrances. Staff deems that a Planned
Development (PD) agreement is more appropriate than re-zoning the property to R-2 Two-Family
Residential District to avoid the spot zoning issue. In accordance with Section 9-47 of the Zoning
Ordinance, a Planned Development requires approval of a Special Use permit.
Mr. Ding reviewed the staff report dated December 7, 2021. Mr. Ding concluded staff submits that the
proposed special use for Planned Development is appropriate in terms of the proposed total number of
dwelling units and the scale of the project. Staff also deems that the location of the subject house will
ensure minimal detrimental impact to the neighborhood, and the applicant, who lives next to the property,
will commit to the on-site maintenance. Based on the foregoing analysis, prior to public comments and
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Plan Commission Minutes
December 7, 2021
Page 2 of 4
direction from the Plan Commission, staff recommends approval of the requested special use for Planned
Development.
Chairman Kiefer asked if the special use would expire if the property owner were to sell the property.
Mr. Ding indicated that it would not.
Chairman Kiefer swore in Chance Eiker, applicant. Mr. Eiker stated that there is already existing egress
and ingress for each proposed unit.
Chairman Kiefer asked for public comment. Mr. Ding stated an email was received from Mr. Ben
Fitzhugh with general questions regarding the special use, which staff responded to. Mr. Ding add Ms.
Debra Olsen called with general questions regarding the special use and she suggested adding a term
limit, so the ordinance expires if the property is ever sold. There was no response from the public in
attendance.
Commissioner Heinen understands the stipulation request by Ms. Olsen but once it is converted into a
duplex it would not make sense to utilize it as a single-family dwelling. Commissioner Heinen asked if
there are any existing duplexes in the area. Mr. Proulx explained that there are multi-unit buildings in the
area. Commissioner Heinen stated he can support this request because of the site specifics and
surrounding area conditions.
Commissioner Minnis asked for clarification on the square footage in the staff report. Mr. Ding
confirmed that the garage was included in the square footage. Commissioner Minnis asked if the
applicant was converting the garage into a dwelling unit. Mr. Eiker stated he has no intention on using
the garage as a dwelling unit. Commissioner Minnis asked if the applicant plans to create secured
separate entrances. Mr. Eiker explained how he will create entrances for both units. Commissioner
Minnis asked how many bedrooms per unit. Mr. Eiker stated upstairs unit will be 3-bedroom, 2-
bathroom, with a kitchen and the downstairs unit will be 1- or 2-bedroom, 1 bathroom with a kitchen.
Mr. Eiker indicated per his estimate the upstairs unit will be 1,700 square feet and downstairs unit will be
1,400 to 1,500 square foot. Commissioner Minnis suggested this information be added to the report.
Commissioner Minnis asked who owns the garage along the drive near the adjacent property. Mr. Eiker
explained the shared egress and ingress with the adjacent property owner and further stated there is a
recorded document permitting the shared access. Commissioner Minnis indicated that based on the
improvements the applicant is making to the property he does not feel that the special use should end with
the sale of the property.
Commissioner Renzi is hesitant to allow for a special use to be permitted forever because it is not a
permitted use in R-1 zoning and is concerned about setting a precedent. Commissioner Renzi stated he
does not recall a special use ever being a permanent use. Commissioner Renzi asked how the school and
park fees will be determined and if this is something we have always collected. Mr. Proulx explained that
the school and park fees should be collected for the new unit and explained the Village’s policy. Mr.
Proulx stated that the Village will work with the school and park district to determine the fees once
Buildings permits have been applied for. Mr. Proulx indicated a stipulation can be added to have the
special use end with the current owner but explained why this would be costly to a new property owner
and that the Village does not have a transfer tax so we do not track ownership. Chairman Kiefer asked
why the property is not being zoned to R-2 since it will allow for requested use. Commissioner Renzi
explained why he does not want to bind the future Plan Commission or Village Board to the use since we
do not know what the future holds for this neighborhood. Commissioner Renzi understands that it would
be costly to convert the home back to a single-family from a duplex. Commissioner Renzi asked the
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Plan Commission Minutes
December 7, 2021
Page 3 of 4
applicant to explain how he will create two separate entrances from the garage. Mr. Eiker explained the
entrances already exist and he will need to build a wall to separate the access. Commissioner Renzi asked
if each tenant will have their own outdoor space. Mr. Eiker explained how he can ensure that each unit
has their own outdoor space. Commissioner Renzi asked if the tenant would need to pay additional for
garage parking and if the other tenant will have access to the garage. Mr. Eiker stated garage parking will
be for only one of the units and whichever tenant is not paying for the garage will not have access to the
garage. Commissioner Renzi asked where the tenant who does not have garage access will park. Mr.
Eiker explained how he will create designating parking on the driveway. Commissioner Renzi asked if a
stipulation can be added for insurance to be maintained. Mr. Proulx stated a stipulation could be added
but stipulation should be added to help with the findings of facts.
Commissioner Seggebruch agrees that this is a unique property because most people don’t even know the
house is back there. Commissioner Seggebruch asked the applicant how long he has owned the property
and how long he has lived at his current residence. Mr. Eiker stated he has owned this property for four
weeks and he owned his current residence since December of 2018. Commissioner Seggebruch asked if
this house was privately owned before he purchased it. Mr. Eiker confirmed. Commissioner Seggebruch
asked if he has considered renting it as a single-family dwelling. Mr. Eiker explained that his research
shows it makes more sense as an investment for a multi-unit rental. Commissioner Seggebruch asked
what is under the sunroom. Mr. Eiker stated there is nothing. Commissioner Seggebruch stated that the
upstairs unit will still need an outdoor space besides the sunroom. Commissioner Seggebruch asked if
the garage is a 2-car. Mr. Eiker stated it is a two and half car garage. Commissioner Seggebruch does
have issues making this a special use for perpetuity and is surprised that the neighbors have not provided
comments. Commissioner Seggebruch indicted that the building will need to be brought up to code for
fire rating. Mr. Eiker stated he is aware of that because he has already met with the Building Department.
Commissioner Seggebruch states he supports the request.
Commissioner Valerga had no questions or comments.
Commissioner Womack stated the density is not an issue because of the large lot and parking is not an
issue because there is a very long driveway. Commissioner Womack asked if the next owner wants to
convert back to single-family residence, they would be able to do so. Mr. Proulx confirmed.
Commissioner Womack asked if the planned development would affect the property tax. Mr. Proulx
believes the assessment is based on the improvements. Commissioner Womack explained why he
supports the request.
Chairman Kiefer supports the use the applicant is trying to get from the property but he is concerned
about doing a PUD and not rezoning. Chairman Kiefer wants the Village Board to understand that this is
unique because normally the special use expires with the change of ownership.
Commissioner Seggebruch made a motion to close the Public Hearing regarding a proposed special use
for a Planned Development for the property located at 15009 S. Route 59. Seconded by Commissioner
Heinen. Voice Vote. All in favor. 0 opposed. Motion carried 7-0.
Commissioner Womack asked if a stipulation needs to be added for the special use not to expire with
ownership change. Mr. Proulx stated he recommended to the Planner to remove the stipulation not
allowing the special use to remain regardless of ownership if the applicant in agreeable it can be added to
the motion. Mr. Proulx explained why he requested the Planner to remove the stipulation. The
commissioners discussed adding a stipulation for the special use to not expire when there is a change of
ownership.
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Plan Commission Minutes
December 7, 2021
Page 4 of 4
Commissioner Renzi made a motion to adopt the findings of fact of staff as the findings of fact of the
Plan Commission and, furthermore, recommend approval of the special use running with the land for
perpetuity for Planned Development for the property at 14917 S. Eastern Avenue to allow for two (2)
rental dwelling units in the existing bi-level single-family residential house, subject to the following
stipulations:
1. Compliance with the requirements of the Village Building Department; and
2. Compliance with the requirements of the Plainfield Fire Protection District; and
3. Payment of the school and park impact fees for the newly created dwelling unit upon receiving
residential permits.
Second by Commissioner Womack. Vote by roll call: Heinen, yes; Minnis, yes; Seggebruch, yes;
Valerga, yes; Womack, yes; Renzi, no; and Kiefer, yes. Motion carried 6-1.
DISCUSSION
Commissioner Renzi suggested a minimal transfer tax for real estate transactions, which would help the
Village, know when properties are being sold. Commissioner Renzi added it would be about monitoring
property sales and not profiting.
Chairman Kiefer read the reminders.
ADJOURN
Plan Commission meeting adjourned at 8:10 p.m.
Respectfully submitted by
Tracey Erickson
Tracey Erickson
Recording Secretary
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Bronk Farm
County of Will, Maxar, Sources: Esri, HERE, Garmin, Intermap, increment P
Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL,
World Imagery
Low Resolution 15m Imagery
High Resolution 60cm Imagery
High Resolution 30cm Imagery
Citations
2.4m Resolution Metadata
Parcels
Subdivisions
Plainfield Municipal Boundary
12/17/2021, 3:50:15 PM
0 0.1 0.20.05 mi
0 0.15 0.30.07 km
1:9,028
Plainfield Staff
County of Will, Esri, HERE, Garmin, INCREMENT P, Intermap, USGS, METI/NASA, EPA, USDA | Plainfield GIS | Will County GIS | NPMS National Repository | County of Will, Maxar |17
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IGNATURE
DESIGN GROUP
S
COPYRIGHT 2021: ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
Landscape Development Plans
LANDSCAPE ARCHITECT :
132 N. Washington Street
Signature Design Group, Inc.
(630) 305.3980 voice
Naperville, Illinois 60540
Preliminary
BRONK FARM
L.100 Overall Landscape Plan
L.101 Landscape Plan - Northeast
L.102 Landscape Plan - Northwest
L.103 Landscape Plan - Southwest
L.104 Landscape Plan - Southeast
L.105 Central Park & Clubhouse Plan
L.106 Parkway Tree Exhibit & Turf Establishment Exhibit
L.107 Prototypical House & Key Lot Plans
L.108 Prototypical Townhome Plans
L.109 Plant Material Legend, Notes & Planting Details
TS.100 Existing Tree Survey
LOCATION MAP
SITESITE
Project Manager: Greg G. Sagen, RLA
11.3.2021 - Per Village Review Comments
dated 10.21.20211
DEVELOPER :
1900 E. Golf Road - Suite 300
Schaumburg, Illinois 60173
ENGINEER :
2280 White Oak Circle
CEMCON, Ltd.
Aurora, IL 60502
Project Manager : Matt Brolley, P.E.
Project Manager : Chris Morgart, P.E.
(630) 862.2100 voice
INDEX OF DRAWINGS
PLAINFIELD, ILLINOIS
2 12.10.2021 - Per Village Review Comments
dated 11.24.2021
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ROAD C
ROAD H
TIPPERARY LANE
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Open Water Pond
w/ Rip-Rap Shoreline
Naturalized
SWM Basin
127th Street
Naturalized
SWM Basin
Naturalized
SWM Basin
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Rip-Rap Shoreline
PARK SITE
Open Water
Pond
Open Water
Pond
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drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Preliminary
Overall
Landscape Plan
1" = 120'0"
0 60 120 180 300 420
8 October 2021
21021
L.100
Plainfield, Illinois
Special Lot Designation Legend :
- Key Lot Designation - 54 Total
- Through Lot Designation - 23 Total
- Has Both Designations
- Parkway Trees, 3"
- Shade Tree, 212" - 3"
- River Birch, 8' - 12' m/s
- Ornamental Tree, 6' - 8'
- Evergreen Tree 6' - 8'
- Columnar Evergreen Tree, 6'
- Deciduous Shrub Bed, 18"-36"
- Evergreen Shrub Bed, 18"
- Ornamental Grass Bed, 1gal.
Plant Material Legend :
·See Sheet L.105 for Central Park Enlargement Plan
·See Sheet L.106 for Parkway Trees and Turf Establishment Plan
·See Sheet L.107 for Typical House Landscape Packages
·See Sheet L.108 for Typical Townhome Foundation Planting Plans
·See Sheet L.109 for Plant Material Information
·See Sheet L.110 for Monument Sign Details
General Notes :
HOA Clubhouse
& Pool
PARK SITE
SIGN
SIGNS
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
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Open Water Pond
w/ Rip-Rap Shoreline
Monument Sign
Proposed Trail
Naturalized
SWM Basin
Proposed Trail
Monument Sign
See Sheet L.108 for Typical
Townhome Landscaping
Landscape Berm
Fountain
Fountain
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End Rip-Rap
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PARK SITE
Open Water
Pond
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2
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Preliminary
Landscape Plan
Northeast
1" = 60'0"
0 30 60 90 150 210
8 October 2021
21021
L.101
Plainfield, Illinois
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
Townhome Landscape Code Reqts :
Bufferyard Requirement - 30 P.U. / 1000 SF
Buildings 354-357 Rear.
700 LF x 40' wide = 840 P.U. Required
Rear / Side Bldg Foundation = 672 P.U.
Common Area Berm = 169 P.U.
TOTAL = 841 P.U. Provided
Corner Sideyard - 30 P.U. / 1000 SF
Buildings 346-352 Side / Rear.
1240 LF x 25' wide = 930 P.U. Required
Rear / Side Bldg Foundation = 1224 P.U.
Common Area = 152 P.U.
TOTAL = 1376 P.U. Provided
Interior Sideyard/Rearyard - 20 P.U. / 1000 SF
Buildings 333-345 Side / Rear.
2160 LF x 25' wide = 2160 P.U. Required
Rear / Side Bldg Foundation = 2164 P.U.
Common Area = 334 P.U.
TOTAL = 2498 P.U. Provided
1
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
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ROAD E
ROAD O
60
127th Street
Landscape Berm
Landscape Berm
Landscape Berm
Proposed Trail
PARK
( See Sheet L.105 )
Open Water
20' LandscapeBuffer2
20' LandscapeBuffer2
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Preliminary
Landscape Plan
Northwest
1" = 60'0"
0 30 60 90 150 210
8 October 2021
21021
L.102
Plainfield, Illinois
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
30
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TIPPERARY LANE
ROAD I
VI
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G
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ROAD I
R
O
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D
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End Fence at Corner Proposed Split-Rail Fence
Landscape Berm
Berm
Top of
Slope
Landscape Berm
Naturalized
SWM Basin
To Park Site
Connection to
Regional Trail
Open Water
Pond
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Preliminary
Landscape Plan
Southwest
1" = 60'0"
0 30 60 90 150 210
8 October 2021
21021
L.103
Plainfield, Illinois
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
31
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L
ROAD D
R
O
A
D
D
Interpretive Overlook /
Sitting Area End Fence at Lot Corner
20' Opening at Fence at
New Trail Connection
Proposed Trail
Split-Rail Fence
Naturalized
SWM Basin
Proposed Trail
Va
n
D
y
k
e
R
o
a
d
4 - Parkway Trees- to be preserved -( See Sheet TS.101 )
Na
t
i
v
e
Mo
w
e
d
End Rip-Rap1
End Rip-Rap 1
Open Water Pond w/
Rip-Rap Shoreline
Fountain1
1
Add 12 River Birchalong Property Line
1 1
1
1
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1
1
1
1
1
1
1
1
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Preliminary
Landscape Plan
Southeast
1" = 60'0"
0 30 60 90 150 210
8 October 2021
21021
L.104
Plainfield, Illinois
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
32
9
10
11
25
26
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29
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31
32
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34
35
36
37
68
143
144
145
146
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313
314
315
316325
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354
VICA
R
A
G
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D
R
I
V
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ROA
D
M
R
O
A
D
D
ROAD E
ROA
D
D
Sun Deck MembersPatio
ShadePergolas
Pool
45' x 75'
Clubhouse
2,500 SF
FirePit
Play Lawn
Clubhouse & PoolParking
PerimeterPool Fence
PassivePlay Lawn
BasketballCourt
SittingArea
Asphalt Trail, 8'
Fountain
Open Water
SWM Pond
Open Water
SWM Pond
Island
Asphalt Trail, 8'
Play Hill
Sled Hill
+
14'
Asphalt Trail, 8'
ActivePlay Lawn
BaseballBackstop
BBQ
Shallow Pool
PoolStorage &Trash
Shade
Structure
16' x 20'
Picnic
Under WaterLand Bridge
Picnic Pavilion
Playground w/ Forever
Lawn Surface
Asphalt Trail, 8'
PARK SITE
± 5.0 Ac.
HOA ClubhouseProperty Limit
Park PropertyLimit
HOA SITE
± 1.4 Ac.
Park PropertyLimit
Park PropertyLimit
PassivePlay Lawn
Park Sign
Park
Sign
Sitting Area
Bike Parking
1
1
Berm, 36"Hedge, 36"
1
1
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Central Park &
Clubhouse Plan
1" = 50'0"
0 25 50 75 125 175
8 October 2021
21021
L.105
Plainfield, Illinois
1 10.7.2021 Per PPD Comments
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
33
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ROAD C
ROAD H
TIPPERARY LANE
VI
C
A
R
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ROAD I
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ROA
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HAMILTON LANEROAD E
ROA
D
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ROAD O
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344
60
352
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Preliminary
Parkway Trees &
Turf Exhibit
1" = 120'0"
0 60 120 180 300 420
8 October 2021
21021
L.106
Plainfield, Illinois
Symbol Legend :
- Common Area Parkway Trees
( planted w/ initial site improvements )
- Individual Lot Parkway Trees
( to be planted at the time of individual house construction )
Sample Parkway Tree List :
·See Sheet L.105 for Central Park Enlargement Plan
·See Sheet L.107 for Typical House Landscape Packages
·See Sheet L.108 for Typical Townhome Foundation Planting Plans
·See Sheet L.109 for Plant Material Information
·See Sheet L.110 for Monument Sign Details
General Notes :
Planting Season :
March 15 - June 15
September 15 - December 15
127th STREET
Perimeter Buffer Mowed Turf
Seed & Blanket
Perimeter Buffer Mowed Turf
Seed & Blanket
Turf TransitionLimit Line
Naturalized
SWM Basin
VA
N
D
Y
K
E
R
O
A
D
SOD Entrance
Median & ROW
Townhomes
FULL SOD
Perimeter Turf & ROWoutside of Trial Mowed
- Seed & Blanket
Open Water Pond w/
Mowed Turf Slopes
PARKMowed Turf
Seed & Blanket
CLUBHOUSE
Full SOD
SOD Entrance
Median & ROW
Open Water Pond w/
Mowed Turf Slopes
Open Water Pond w/
Mowed Turf Slopes
Landscape BufferMowed Turf
Seed & Blanket
All Cul de Sac Islands
Mowed Turf
Seed & Blanket
Naturalized
SWM Basin
Naturalized
SWM Basin
Perimeter Turf & ROWoutside of Trial Mowed
- Seed & Blanket
Mowed TurfSeed & BlanketMowed Turf
Seed & Blanket
VA
N
D
Y
K
E
R
O
A
D
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
Open Water Pond w/
Mowed Turf Slopes
Landscape BufferMowed Turf
Seed & Blanket
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
34
1
Note : Key Lot Shrubs shall be min. 24" at planting.*
*
*
1
1
1
1
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Prototypical House
Planting Plan &
Key Lot Upgrade
1" = 15"
0 7.5 15 22.5 37.5 52.5
8 October 2021
21021
L.107
Plainfield, Illinois
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
35
ST
R
E
E
T
ST
R
E
E
T
Proposed Parkway Tree
Decorative Stone over Fabric- typical -
Driveway
Driveway
Driveway
Driveway
Note: Field adjust unit sideplantings to gap windows
Patio
Patio
Patio
Patio
Note: Field adjust unit sideplantings to gap windows
Patio
Patio
Patio
Patio
Patio
Driveway
Driveway
Driveway
Driveway
Proposed Parkway Tree
ST
R
E
E
T
ST
R
E
E
T
Decorative Stone over Fabric- typical -
Note: Adjacent Common Area Plant Materialnot shown on these details
Note: Field adjust unit sideplantings to gap windows
Note: Field adjust unit sideplantings to gap windows
Note: Townhome Turf to be Full SOD
Mulch Bedline- typical -
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Typical Townhome
Landscape
Package
1" = 15"
0 7.5 15 22.5 37.5 52.5
8 October 2021
21021
L.108
Plainfield, Illinois
Ornamental Trees, 6' - 8' m/s or 2.5" cal.
20% Prairie Fire Crab, 8' or 2.5"
20% Red Jewel Crab, 8' or 2.5"
20% Apple Serviceberry, 7'
20% Eastern Redbud, 6'
10% Common Witchhazel, 6'
10% Ivory Silk Tree Lilac, 6'
Upright Evergreen, 4' - 6' tall
40% Mission Arborvitae, 6'
40% Fairview Upright Juniper, 5'
20% Hetz Arborvitae, 4'
Evergreen Shrubs, 24" wide
50% Dense Yew, 24"
25% Green Velvet Boxwood, 18"
25% Kallay Compact Juniper, 18"
Deciduous Shrubs, 24" - 36" tall
35% Redtwig Dogwood, 36" ( large )
25% Mohican Viburnums, 36" ( large )
20% Limelight Hydrangea, 30" ( large )
20% Miss Kim Lilac, 36" ( large )
50% Annabella Hydrangea, 24" ( med. )
20% Black Chokeberry, 24" ( med. )
20% Knockout Shrub Rose, 18" ( med. )
10% Snowmound Spirea, 24" ( med. )
20% G.M. Alpine Currant, 18" ( small )
20% Goldmound Spirea, 18" ( small )
20% Brox Forsythia, 18" ( small )
20% Potentilla - Yellow, 18" ( small )
20% Little Princess Spirea, 18" ( small )
Perennial
25% Blue Wonder Catmint
25% Happy Return Daylily
25% Autumn Joy Sedum
25% Summer Beauty Allium
Groundcover
50% Kanchaticum Sedum
50% Bowles Vinca
PLANT MATERIAL LEGEND :
CONSTRUCTION NOTES :
·Sod all turf areas as noted with an approved blend of improved Kentucky Bluegrass Sod with a mineral soil back.
·Fine grading shall provide slopes which are smooth and continuous. Positive drainage shall be provided in all areas.
·Prior to turf installation all areas shall be fertilized with a 12-12-12 granular fertilizer at a rate
of 400 lbs. per Acre.
·Prepare perennial, ornamental grass, groundcover and annual flower beds with 1 CY. mushroom compost per 100 SF. rototilled to an 8” depth.
·Mulch all trees, shrub, perennial & orn'l grass beds with a minimum of three inches shredded hardwood bark mulch.
·Mulch all groundcover and annual beds with minimum of one inch pinebark fines.
·All bed lines and tree saucers require a 4” deep spaded edge between lawn and mulch areas.
·All evergreen (conifers) trees and shrubs must be grown in a natural shape - and not sheared.
·Plant material sizing, branching and ball sizes shall conform to the “American Standards for Nursery Stock” (latest edition) by the American
Association of Nurseryman, Inc.
·Plant material shall be nursery grown and be either balled and burlapped or container grown. Sizes and spreads on plant list represent minimum
requirements.
·Quantity lists are supplied as a convenience. Contractor shall verify all quantities, and in case of a discrepancy, the plan shall prevail.
·The Landscape Contractor shall adjust plant locations in field to maintain appropriate spacing from fire hydrants, light poles, all utility structures,
driveways and sidewalks. Approval of the Landscape Architect is required when field adjustments to be implemented do not conform to the intent
of the plans.
·Contractor shall report any discrepancies in the field to the Landscape Architect and/or Owner.
·The Landscape Contractor shall verify locations of all underground utilities prior to digging, is required to Contact J.U.L.I.E. (1.800.892.0123), and
any other public or private agency necessary for utility location 48 hours prior to construction.
·Where underground utilities exist, all field adjustments must be approved by the landscape architect.
·The Landscape Contractor shall water plant material, seed and sod areas until the plants have become adequately established and until final
acceptance by the owner. Owner to provide all supplemental watering and proper care and maintenance of all plant materials, seed and sod
areas after acceptance of Landscape Contractors work.
·No plants are to be changed or substituted without the approval of the Landscape Architect
and the Village of Plainfield.
·Landscape Contractor shall warrantee all material and labor for a period of one year from the date of final acceptance and shall
repair any defects and replace all dead plant material as required during the warranty period.
Contractor Quality Control :
Upon Completion of landscape installation, and prior to final acceptance, the Contractor Shall :
·Lightly hand-prune all trees and evergreens to remove broken, crossing or mis-shaped branches.
·On clump-form ornamental trees, remove all minor branches, suckers and stems from the bottom 24" of the main trunks.
·Lightly hand-prune all shrubs to remove wild branches and insure uniformity in groups of similar shrubs.
·Dead head all perennials plants to remove all old flowers and dead or discolored foliage.
·Remove all nursery tags and ribbons from all plantings
·Hand water all plant material.
·Rake out mulch beds to insure a smooth, uniform layer with a sharp, defined spade edge.
( Sheet L.108 Only )
Typical 4 - Unit Building
scale: 1" = 15'0"
Typical 5 - Unit Building
scale: 1" = 15'0"
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
11
Townhome Front Yard Requirement - 4 Unit Bldg
Required Provided
Trees 4 6
Shrubs 60 45
Perennials 0 80 sf
Townhome Front Yard Requirement - 5 Unit Bldg
Required Provided
Trees 5 8
Shrubs 75 55
Perennials 0 100 sf
11
1
1
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
36
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Plant Legend,
Notes & Planting
Details
1" = 50'0"
0 25 50 75 125 175
8 October 2021
21021
L.109
Plainfield, Illinois
NTS
Typical Tree Planting Detail
NTS
Typical Evergreen Planting Detail
DO NOT CUT LEADER ON
EVERGREENS OR PYRAMIDAL TREES.
PRUNE 1/3 OF CROWN, MAINTAINING
NATURAL SHAPE.
WRAP TRUNK WITH APPROVED TREE
WRAP TO FIRST BRANCH.
SET ROOTBALL APPROXIMATELY 3"
HIGHER THAN FINISH GRADE.
3" DEEP SHREDDED HARDWOOD
PREPARE A 3" MIN. SAUCER AROUND PIT.
DISCARD EXCESS EXCAVATED MATERIAL.
SUBGRADE.
BACKFILL PIT WITH PLANTING PIT
TOPSOIL.
CUT AWAY SYNTHETIC CORDS AROUND
ROOTBALL AND TRUNK.
SET ROOTBALL ON UNDISTURBED
SUBGRADE.
BARK MULCH.
12"
DO NOT CUT LEADER ON
EVERGREENS OR PYRAMIDAL TREES.
SET ROOTBALL APPROXIMATELY 3"
HIGHER THAN FINISH GRADE.
3" DEEP SHREDDED HARDWOOD
PREPARE A 3" MIN. SAUCER AROUND PIT.
DISCARD EXCESS EXCAVATED MATERIAL.
SUBGRADE.
BACKFILL PIT WITH PLANTING PIT
TOPSOIL.
CUT AWAY SYNTHETIC CORDS AROUND
ROOTBALL AND TRUNK.
SET ROOTBALL ON UNDISTURBED
SUBGRADE.
BARK MULCH.
24"
NTS
Typical Shrub Planting Detail
NTS
Typical Perennial Planting Detail
FINISH GRADE.
3" LAYER SHREDDED
SET SHRUB PLUMB
AND STRAIGHT.
HARDWOOD BARK MULCH.
PLANTING SOIL MIX.
COMPACTED SUBGRADE.
THE TOP OF THE BALL IS
1" ABOVE THE ADJACENT
SET CROWN OF SHRUB SO
FINISHED GRADE.SET PLANTS AT SAME LEVEL
IN DIAGONAL PATTERN.
1" PINE BARK FINES MULCH
FINISH GRADE
UNDISTURBED SUBGRADE
ADMEND EXISTING SOIL WITH
MUSHROOM COMPOST AT A RATE
ROTOTILL TO 8" DEPTH
2"
8"
RAISE PLANT BED
2" ABOVE
FINISH GRADE
PREPARE ENTIRE PLANTING BED AS GROWN IN CONTAINER
WORK MULCH UNDER LEAVES
VARIES
OF 1 C.Y. PER 100 S.F.
A B
C D
CONSTRUCTION NOTES :
·Sod all turf areas as noted with an approved blend of improved Kentucky Bluegrass Sod with a mineral soil back.
·Drill seed all remaining turf areas as noted and cover with an S-75 Straw Erosion Control Blanket and staple in place.
·Fine grading shall provide slopes which are smooth and continuous. Positive drainage shall be provided in all areas.
·Prior to turf installation all areas shall be fertilized with a 12-12-12 granular fertilizer at a rate
of 400 lbs. per Acre.
·Prepare perennial, ornamental grass, groundcover and annual flower beds with 1 CY. mushroom compost per 100 SF. rototilled to
an 8” depth.
·Mulch all trees, shrub, perennial & orn'l grass beds with a minimum of three inches shredded hardwood bark mulch.
·Mulch all groundcover and annual beds with minimum of one inch pinebark fines.
·All bed lines and tree saucers require a 4” deep spaded edge between lawn and mulch areas.
·All evergreen (conifers) trees and shrubs must be grown in a natural shape - and not sheared.
·Plant material sizing, branching and ball sizes shall conform to the “American Standards for Nursery Stock” (latest edition) by the
American Association of Nurseryman, Inc.
·Plant material shall be nursery grown and be either balled and burlapped or container grown. Sizes and spreads on plant list
represent minimum requirements.
·Quantity lists are supplied as a convenience. Contractor shall verify all quantities, and in case of a discrepancy, the plan shall prevail.
·The Landscape Contractor shall adjust plant locations in field to maintain appropriate spacing from fire hydrants, light poles, all
utility structures, driveways and sidewalks. Approval of the Landscape Architect is required when field adjustments to be
implemented do not conform to the intent of the plans.
·Contractor shall report any discrepancies in the field to the Landscape Architect and/or Owner.
·The Landscape Contractor shall verify locations of all underground utilities prior to digging, is required to Contact J.U.L.I.E.
(1.800.892.0123), and any other public or private agency necessary for utility location 48 hours prior to construction.
·Where underground utilities exist, all field adjustments must be approved by the landscape architect.
·The Landscape Contractor shall water plant material, seed and sod areas until the plants have become adequately established and
until final acceptance by the owner. Owner to provide all supplemental watering and proper care and maintenance of all plant
materials, seed and sod areas after acceptance of Landscape Contractors work.
·No plants are to be changed or substituted without the approval of the Landscape Architect and the Village of Plainfield.
·Landscape Contractor shall warrantee all material and labor for a period of one year from the date of final acceptance
and shall repair any defects and replace all dead plant material as required during the warranty period.
·Trees shall be set back a minimum of ten (10) feet horizontally from utility structures, including, but not limited to, manholes, valve
vaults, valve boxes, fire hydrants, transformers and switch cans. Where possible, trees shall be set back a minimum of five (5) feet
horizontally from sanitary sewer, water services and underground electric cable. Approval of the Landscape Architect is required
when field adjustments to be implemented do not conform to the intent of the plans.
·Parkway Trees must be offset 5 feet from all storm sewer.
·No trees, shrubs or obstacles will be allowed 10' in front, 5' on the sides, and 7' to the rear of the electrical transformer.
E
Naturalized SWM Basin - Typical Section
N.T.S.
Parkway Trees, 3.0" Caliper
See Sheet L.106
Shade Trees, 2.5" - 3" Caliper
Autum Blaze Maple Swamp White Oak
State Street Maple Chicagoland Hackberry
Shawnee Brave Baldcypress Kentucky Coffeetree
Redmond Linden Exclamation London Planetree
Accolade Elm Bur Oak
Skyline Locust Triumph Elm
River Birch Trees, 8' - 12' m/s
Ornamental Trees, 6' - 8' m/s
Blackhaw Viburnum Prairie Fire Crab
Apple Serviceberry Ivory Silk Tree Lilac
Redbud Thornless Cockspur Hawthorne
Sargent Crab Common Witchhazel
Evergreen Trees, 6' - 8' tall
Norway Spruce Fairview Juniper
Colorado Spruce Wintergreen Arborvitae
White Pine Mission Arborvitae
Black Hills Spruce Canaerti Juniper
Evergreen Shrubs, 18" - 24" wide
Hughes Juniper Green Sargent Juniper
Kallay Compact Juniper
Deciduous Shrubs, 18" - 36" tall
American Filbert Grolo Sumac
Black Chokeberry Miss Kim Lilac
Dogwood Var.Viburnums Var.
Panicle Hydrangea Shrub Rose Var.
Texas Scarlet Quince Spirea Var.
Annabelle Hydrangea Elderberry
Perennials, Orn'l Grasses & Groundcovers, 1gal.
Feather Reed Grass Daylily sp.
Prairie Dropseed Blue Wonder Catmint
Switchgrass Black Eye Susan
Lillyturf Russian Sage
Aut. Moor Grass Allium sp.
Sedum sp.Amsonia sp.
Preliminary Plant Material Legend :( Sheet L.101 - L.105 )
Note: Subject to Revision at
Final Design & Permitting
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
37
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ROAD C
ROAD H
TIPPERARY LANE
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VICA
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ROAD I
RO
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ROA
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ROA
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ROA
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ROAD D
ROA
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HAMILTON LANEROAD E
ROA
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ROA
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ROAD E
ROAD O
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344
60
352
Va
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D
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k
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R
o
a
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Open Water Pond
w/ Rip-Rap Shoreline
Naturalized
SWM Basin
127th Street
Naturalized
SWM Basin
Naturalized
SWM Basin
Va
n
D
y
k
e
R
o
a
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Open Water Pond w/
Rip-Rap Shoreline
PARK SITE
Open Water
Pond
Open Water
Pond
drawn by:
132 N. WASHINGTON ST. - NAPERVILLE, IL 60540 - 630.305.3980 Fax 630.305.3994
Environmental Site Design
Landscape Architecture
Land Planning
checked by:
project no.:
sheet no.:
original issue date:
revisions:
north:scale:
project:
sheet description:
COPYRIGHT 2021 ALL RIGHTS RESERVED SIGNATURE DESIGN GROUP INC.
IGNATURE
DESIGN GROUP
S
owner:
Bronk Farm
Subdivision
127th & Van Dyke Road
Existing Tree
Survey
1" = 140'0"
0 70 140 210 350 490
8 October 2021
21021
TS.100
Plainfield, Illinois
Existing tree inventory and rating completed by Signature
Design Group on September 22, 2021. Location Survey
and Tree Sizing Plan prepared by CEMCON, Ltd.
Tree Survey Date :
1.Tree Removal Permit Required: A tree removal permit shall be required for the removal of any tree in the woodland. No person shall,
directly or indirectly, remove, damage or destroy a woodland without having secured a TRP.
2.The Owner or his/her designee shall be responsible for construction and maintenance of temporary fencing or other tree protection
measures, to be used during construction.
3.Snow fencing shall be temporarily installed at the critical root zone for protection of trees prior to any construction activities and
maintained throughout the entire project. The Critical Root zones equals one foot ( 1') for each one inch ( 1”) of trunk diameter
measured 4.5 feet above ground. See detail A.
4.Grading and construction equipment shall be forbidden from encroaching within the drip line of a tree.
5.No construction activity, movement, and/or placement of equipment or materials or spoils storage shall be permitted within the critical
root zone of a protected tree or at any higher location where drainage toward the tree could conceivably affect the health of the tree.
No excess soil, additional fill, liquids or construction debris shall be placed within the critical root zone of a protected tree.
6.No attachments, fences, or wires, other than those approved for bracing, guying or wrapping, shall be attached to trees during the
construction period.
7.Grade change shall be allowed under the drip line of any trees designated for preservation only if tree trunks and branches are
protected when construction must occur within tree drip line areas.
8.To improve the survival rate of trees, root pruning and/or thinning shall be performed in accordance with industry standards and
practices and where indicated on the plan.
Tree Preservation Notes :
- Existing Tree & Tag No.
- Existing Tree - To Be Preserved
- Existing Tree - To Be Removed
- Tree Preservation Fencing
LEGEND :
NTSA
1 Typical Tree Preservation Fencing
TREE DRIPLINE
SNOW FENCE
PLACED OUTSIDE
OF DRIPLINE
TREE DRIPLINE
SNOWFENCE
EXISTING TREES
AREA. REMOVE THE PROTECTIVE FENCE ONLY AFTER CONSTRUCTION
ACTIVITY. DO NOT STORE ANY EQUIPMENT WITHIN THE PROTECTED
ERECT PROTECTIVE SNOWFENCE PRIOR TO ANY CONSTRUCTION
OPERATIONS ARE COMPLETED.
TO BE PRESERVED
Existing Tree Inventory :
A
B
C
D
E
F
G
HRQP
O
N
M L K
X
I
J
W
V U T S
A
1 11.3.2021 Per Village Review Commentsdated 10.21.2021
2 12.10.2021 Per Village Review Commentsdated 11.24.2021
38
Confidential and Proprietary
Bronk Farm -Elevations
December 14, 2021
39
Confidential and Proprietary
Product Matrix
2 40
Confidential and Proprietary
Townes –Front, Side and Rear Elevations
3 41
Confidential and Proprietary
Townes –Front Elevation
4 42
Confidential and Proprietary
Townes –Front Elevation
5 43
Confidential and Proprietary
Townes –Side and Rear Elevation-1
6 44
Confidential and Proprietary
Townes –Side and Rear Elevation-2
7 45
Confidential and Proprietary
Townes –Side and Rear Elevation-3
8 46
Confidential and Proprietary
Townes –Side and Rear Elevation-4
9 47
Confidential and Proprietary
Townes –Side and Rear Elevation-5
10 48
Confidential and Proprietary
Townes –Side and Rear Elevation-6
11 49
Confidential and Proprietary
Meadows –Front, Side and Rear Elevations
12 50
Confidential and Proprietary
Meadows -Abbeyville
13
Elev 7
51
Confidential and Proprietary
Meadows -Abbeyville
14
Elev 7
52
Confidential and Proprietary
Meadows -Abbeyville
15
Elev 11
53
Confidential and Proprietary
Meadows -Abbeyville
16
Elev 11
54
Confidential and Proprietary
Meadows -Abbeyville
17
EC2G
55
Confidential and Proprietary
Meadows -Abbeyville
18
EC2G
56
Confidential and Proprietary
Meadows -Abbeyville
19
Elev 15
57
Confidential and Proprietary
Meadows -Abbeyville
20
Elev 15
58
Confidential and Proprietary
Meadows -Abbeyville
21
Elev 17
59
Confidential and Proprietary
Meadows -Abbeyville
22
Elev 17
60
Confidential and Proprietary
Meadows -Abbeyville
23
HR2J
61
Confidential and Proprietary
Meadows -Abbeyville
24
HR2J
62
Confidential and Proprietary
Meadows -Newberry
25
HR2G
63
Confidential and Proprietary
Meadows -Newberry
26
HR2G
64
Confidential and Proprietary
Meadows -Newberry
27
HR2H
65
Confidential and Proprietary
Meadows -Newberry
28
HR2H
66
Confidential and Proprietary
Meadows -Newberry
29
CR2G
67
Confidential and Proprietary
Meadows -Newberry
30
CR2G
68
Confidential and Proprietary
Meadows -Newberry
31
NC2G
69
Confidential and Proprietary
Meadows -Newberry
32
NC2G
70
Confidential and Proprietary
Meadows -Newberry
33
HR3S
71
Confidential and Proprietary
Meadows -Newberry
34
HR3S
72
Confidential and Proprietary
Meadows -Newberry
35
EC2G
73
Confidential and Proprietary
Meadows -Newberry
36
EC2G
74
Confidential and Proprietary
Meadows -Newberry
37
HR3T
75
Confidential and Proprietary
Meadows -Newberry
38
HR3T
76
Confidential and Proprietary
Meadows -Mercer
39
HR2G
77
Confidential and Proprietary
Meadows -Mercer
40
HR2G
78
Confidential and Proprietary
Meadows -Mercer
41
HR2H
79
Confidential and Proprietary
Meadows -Mercer
42
HR2H
80
Confidential and Proprietary
Meadows -Mercer
43
CR2G
81
Confidential and Proprietary
Meadows -Mercer
44
CR2G
82
Confidential and Proprietary
Meadows -Mercer
45
NC2G
83
Confidential and Proprietary
Meadows -Mercer
46
NC2G
84
Confidential and Proprietary
Meadows -Mercer
47
EC2G
85
Confidential and Proprietary
Meadows -Mercer
48
EC2G
86
Confidential and Proprietary
Meadows -Mercer
49
HR3S
87
Confidential and Proprietary
Meadows -Mercer
50
HR3S
88
Confidential and Proprietary
Meadows -Mercer
51
HR3T
89
Confidential and Proprietary
Meadows -Mercer
52
HR3T
90
Confidential and Proprietary
Meadows -Continental
53
HR2G
91
Confidential and Proprietary
Meadows -Continental
54
HR2G
92
Confidential and Proprietary
Meadows -Continental
55
HR2H
93
Confidential and Proprietary
Meadows -Continental
56
HR2H
94
Confidential and Proprietary
Meadows -Continental
57
CR2G
95
Confidential and Proprietary
Meadows -Continental
58
CR2G
96
Confidential and Proprietary
Meadows -Continental
59
EC2G
97
Confidential and Proprietary
Meadows -Continental
60
EC2G
98
Confidential and Proprietary
Meadows -Continental
61
NC2G
99
Confidential and Proprietary
Meadows -Continental
62
NC2G
100
Confidential and Proprietary
Meadows -Continental
63
HR3S
101
Confidential and Proprietary
Meadows -Continental
64
HR3S
102
Confidential and Proprietary
Meadows -Continental
65
HR3T
103
Confidential and Proprietary
Meadows -Continental
66
HR3T
104
Confidential and Proprietary
Estates –Front, Side and Rear Elevations
67 105
Confidential and Proprietary
Estates -Hilltop
68
HR2G
106
Confidential and Proprietary
Estates -Hilltop
69
HR2G
107
Confidential and Proprietary
Estates -Hilltop
70
HR2H
108
Confidential and Proprietary
Estates -Hilltop
71
HR2H
109
Confidential and Proprietary
Estates -Hilltop
72
HR3M
110
Confidential and Proprietary
Estates -Hilltop
73
HR3M
111
Confidential and Proprietary
Estates -Hilltop
74
NC2G
112
Confidential and Proprietary
Estates -Hilltop
75
NC2G
113
Confidential and Proprietary
Estates -Hilltop
76
EC2H
114
Confidential and Proprietary
Estates -Hilltop
77
EC2H
115
Confidential and Proprietary
Estates -Hilltop
78
HR3S
116
Confidential and Proprietary
Estates -Hilltop
79
HR3S
117
Confidential and Proprietary
Estates -Riverton
80
HR1A
118
Confidential and Proprietary
Estates -Riverton
81
HR1A
119
Confidential and Proprietary
Estates -Riverton
82
HR3T HR2M
120
Confidential and Proprietary
Estates -Riverton
83
HR2M
121
Confidential and Proprietary
Estates -Riverton
84
HR3T HR2G
122
Confidential and Proprietary
Estates -Riverton
85
HR3T HR2G
123
Confidential and Proprietary
Estates -Riverton
86
HR3T EC2H
124
Confidential and Proprietary
Estates -Riverton
87
HR3T EC2H
125
Confidential and Proprietary
Estates -Riverton
88
HR3T HR3M
126
Confidential and Proprietary
Estates -Riverton
89
HR3T HR3M
127
Confidential and Proprietary
Estates -Riverton
90
HR3T NC2G
128
Confidential and Proprietary
Estates -Riverton
91
HR3T NC2G
129
Confidential and Proprietary
Estates -Westchester
92
HR2G
130
Confidential and Proprietary
Estates -Westchester
93
HR2G
131
Confidential and Proprietary
Estates -Westchester
94
HR2M
132
Confidential and Proprietary
Estates -Westchester
95
HR2M
133
Confidential and Proprietary
Estates -Westchester
96
HR3S
134
Confidential and Proprietary
Estates -Westchester
97
HR3S
135
Confidential and Proprietary
Estates -Westchester
98
EC2H
136
Confidential and Proprietary
Estates -Westchester
99
EC2H
137
Confidential and Proprietary
Estates -Westchester
100
NC2G
138
Confidential and Proprietary
Estates -Westchester
101
NC2G
139
Confidential and Proprietary
Estates -Westchester
102
HR3T
140
Confidential and Proprietary
Estates -Westchester
103
HR3T
141
Confidential and Proprietary
Estates -Woodside
104
HR2A
142
Confidential and Proprietary
Estates -Woodside
105
HR2A
143
Confidential and Proprietary
Estates -Woodside
106
EC2G
144
Confidential and Proprietary
Estates -Woodside
107
EC2G
145
Confidential and Proprietary
Estates -Woodside
108
CR2H
146
Confidential and Proprietary
Estates -Woodside
109
CR2H
147
Confidential and Proprietary
Estates -Woodside
110
HR2T
148
Confidential and Proprietary
Estates -Woodside
111
HR2T
149
Confidential and Proprietary
Estates -Woodside
112
NC2G
150
Confidential and Proprietary
Estates -Woodside
113
NC2G
151
Confidential and Proprietary
Estates -Willwood
114
HR2G
152
Confidential and Proprietary
Estates -Willwood
115
HR2G
153
Confidential and Proprietary
Estates -Willwood
116
HR2T
154
Confidential and Proprietary
Estates -Willwood
117
HR2T
155
Confidential and Proprietary
Estates -Willwood
118
HR2B
156
Confidential and Proprietary
Estates -Willwood
119
HR2B
157
Confidential and Proprietary
Estates -Willwood
120
CT2M
158
Confidential and Proprietary
Estates -Willwood
121
CT2M
159
Confidential and Proprietary
Estates -Willwood
122
NC2G
160
Confidential and Proprietary
Estates -Willwood
123
NC2G
161
Confidential and Proprietary
Reserve –Front, Side and Rear Elevations
124 162
Confidential and Proprietary
Reserves –Maple Valley
125
HR2G
163
Confidential and Proprietary
Reserves –Maple Valley
126
HR2G
164
Confidential and Proprietary
Reserves –Maple Valley
127
HR2U
165
Confidential and Proprietary
Reserves –Maple Valley
128
HR2U
166
Confidential and Proprietary
Reserves –Maple Valley
129
CR2G
167
Confidential and Proprietary
Reserves –Maple Valley
130
CR2G
168
Confidential and Proprietary
Reserves –Maple Valley
131
NC2G
169
Confidential and Proprietary
Reserves –Maple Valley
132
NC2G
170
Confidential and Proprietary
Reserves –Melrose
133
HR2M
171
Confidential and Proprietary
Reserves –Melrose
134
HR2M
172
Confidential and Proprietary
Reserves –Melrose
135
NC2G
173
Confidential and Proprietary
Reserves –Melrose
136
NC2G
174
Confidential and Proprietary
Reserves –Melrose
137
CR2N
175
Confidential and Proprietary
Reserves –Melrose
138
CR2N
176
Confidential and Proprietary
Reserves –Melrose
139
HR2T
177
Confidential and Proprietary
Reserves –Melrose
140
HR2T
178
Confidential and Proprietary
Reserves -Castleton
141
HR2G
179
Confidential and Proprietary
Reserves -Castleton
142
HR2G
180
Confidential and Proprietary
Reserves -Castleton
143
CR2M
181
Confidential and Proprietary
Reserves -Castleton
144
CR2M
182
Confidential and Proprietary
Reserves -Castleton
145
NC2G
183
Confidential and Proprietary
Reserves -Castleton
146
NC2G
184
Confidential and Proprietary
Reserves -Castleton
147
HR2T
185
Confidential and Proprietary
Reserves -Castleton
148
HR2T
186
Confidential and Proprietary
Reserves –Deer Valley
149
HR2T
187
Confidential and Proprietary
Reserves –Deer Valley
150
HR2T
188
Confidential and Proprietary
Reserves –Deer Valley
151
CR3G
189
Confidential and Proprietary
Reserves –Deer Valley
152
CR3G
190
Confidential and Proprietary
Reserves –Deer Valley
153
NC2G
191
Confidential and Proprietary
Reserves –Deer Valley
154
NC2G
192
Confidential and Proprietary
Reserves –Deer Valley
155
HR2S
193
Confidential and Proprietary
Reserves –Deer Valley
156
HR2S
194
Confidential and Proprietary
Architectural Enhancements
157
Key Lots:
1.Window Treatment Upgrades matching the Front
Elevation for key side windows (i.e., Shutters, Trim or
Grids)
2.Optional Windows as depicted herein on key side
shall be made standard.
3.Upgraded Landscape package will feature and frame
the front elevations and soften the exposed corner
sideyard elevations.
4.Key Lots will have a masonry wainscot on the key
side, except that no masonry is required for optional
rear structural upgrades (Sunroom, etc.) when
setback from key side building plane.
5.Garage-hand restricted on key side (except for
Reserves)
Through Lots:
1.The Northern Through Lots will be buffered from 127th
Street by a 50 ft. wide outlot that will be bermed 3 ft. The
berm will be heavily landscaped with a combination of
evergreen, ornamental and canopy trees supplemented
with shrub masses and flowering perennial accents.
2.The Eastern Through Lots are setback a minimum of 44
ft from Van Dyke Street, separated by a naturalized
detention basin and will be buffered with a double-layer
of landscape screening. The first layer will be along Van
Dyke Street as part of our perimeter buffering of the
project. The second layer will be at the rear of each lot
and will be landscaped with a combination of evergreen
and ornamental trees, with layered canopy trees, shrubs
and flowering perennials.
3.Window Treatment Upgrades matching the Front
Elevation for rear windows (i.e., Shutters, Trim or Grids)
4.Through Lots will have 360-degree masonry wainscot.
5.Through Lots will have rear elevation articulation.
All Homesites shall feature:
1.Architectural Shingles
2.12” Roof Overhang (rake) on all four sides
3.Corner boards on all four sides
4.Garage Door Upgrade to include top row of windows
to be available as an option.
5.Rear and Side elevation windows to have Window
Grids that match the chosen front elevation
* In the event that the following renderings differ from the above list, the above list shall govern.
* Key and Through Lots are designated on the approved Preliminary PUD Plat
195
Confidential and Proprietary
Monotony Code Restrictions
158
I.Single Family Detached Communities
a.The following criteria apply to homes on straight
or curved streets, cul-de-sacs and corner lots.
1.No house shall have the same configuration that is
within one (1) house on either side or on any of the
three houses most directly across the street from the
subject house.
2.No house shall have the same color package that is
within one (1) house on either side or on any house
directly across the street from the subject house.
II.Definitions
a.Configuration –a combination of product type,
elevation, exterior fenestration (siding or stone),
and/or color package.
b.Color Package –a combination of siding, stone,
trim / gutter, accent and roof colors incorporated
into the exterior color fenestration of a single
house.
196
Traffic Impact Study
Bronk Parcel Residential Development
Plainfield, Illinois
Prepared For:
December 1, 2021
SITE
197
Bronk Parcel Residential Development
Plainfield, Illinois 1
1. Introduction
This report summarizes the methodologies, results, and findings of a traffic impact study
conducted by Kenig, Lindgren, O’Hara, Aboona, Inc. (KLOA, Inc.) for the proposed residential
development to be located in the Bronk Parcel in the southwest quadrant of the intersection of
127th Street with Van Dyke Road. As proposed, the site will be developed with a residential
subdivision containing approximately 450 residential units consisting of 332 single family lots and
118 townhomes. Access to the site will be provided via two full movement access roads with one
off 127th Street and one off Van Dyke Road. Additional access will be provided via connections
to the existing street stubs at Tipperary Lane and Vicarage Drive.
The purpose of this study was to examine background traffic conditions, assess the impact that the
proposed development will have on traffic conditions in the area, and determine if any roadway or
access improvements are necessary to accommodate traffic generated by the proposed
development.
Figure 1 shows the location of the site in relation to the area roadway system. Figure 2 shows
an aerial view of the site.
The sections of this report present the following:
• Existing roadway conditions
• A description of the proposed development
• Directional distribution of the development traffic
• Vehicle trip generation for the development
• Future traffic conditions including access to the development
• Traffic analyses for the weekday morning and weekday evening peak hours
• Recommendations with respect to adequacy of the site access and adjacent roadway system
Traffic capacity analyses were conducted for the weekday morning and weekday evening peak
hours for the following conditions:
1. Existing Conditions - Analyzes the capacity of the existing roadway system using existing
peak hour traffic volumes in the surrounding area.
2. Future Conditions – Analyzes the projected traffic volumes which includes the existing
traffic volumes increased by an ambient area growth factor (growth not attributable to any
particular development) and the traffic estimated to be generated by the proposed subject
development.
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Site Location Figure 1
F
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Aerial View of Site Figure 2
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2. Existing Conditions
Existing transportation conditions in the vicinity of the site were documented in order to obtain a
database for projecting future conditions. The following provides a description of the geographical
location of the site, physical characteristics of the area roadway system including lane usage and
traffic control devices and existing peak hour traffic volumes.
Site Location
The site is located in the southwest quadrant of the intersection of 127th Street with Van Dyke
Road in Plainfield, Illinois. Land uses in the vicinity of the site are primarily residential with Eagle
Pointe Elementary School located to the south and Edward Elmhurst Health Plainfield Emergency
Center located to the north.
Existing Roadway System Characteristics
The characteristics of the existing roadways near the development are described below. Figure 3
illustrates the existing roadway characteristics.
127th Street is an east-west major collector roadway that generally provides one eastbound lane
and two westbound lanes along the site’s frontage. At its signalized intersection with Van Dyke
Road, 127th Street provides an exclusive left-turn lane, a through lane, and an exclusive right-turn
lane on the eastbound approach and an exclusive left-turn lane and a combined through/right-turn
lane on the westbound approach. At its unsignalized intersection with Edward Elmhurst access
drive, 127th Street provides an exclusive left-turn lane and a through lane on the eastbound
approach and a through lane and a combined through/right-turn lane on the westbound approach.
At its signalized intersection with 248th Avenue, 127th Street provides an exclusive left-turn lane
and a through lane on the eastbound approach and a through lane and an exclusive right-turn lane
on the westbound approach. The west leg of the intersection provides a high-visibility crosswalk.
At its unsignalized intersection with Waterford Boulevard, 127th Street provides a combined
through/right-turn lane on the eastbound approach and an exclusive left-turn lane and a through
lane on the westbound approach. At its signalized intersection with U.S. Route 30, 127th Street
provides an exclusive left-turn lane and a combined through/right-turn lane on both approaches.
From 248th Avenue to approximately 700 feet east of U.S. Route 30 and east of Van Dyke Road,
127th Street is under the jurisdiction of the Village of Plainfield. The remainder of the road within
the study area is under the jurisdiction of Wheatland Township. 127th Street carries an annual
average daily traffic (AADT) volume of 8,600 vehicles (Illinois Department of Transportation
[IDOT] 2019) west of U.S. Route 30 and 14,100 vehicles (IDOT 2019) east of Van Dyke Road.
127th Street has a posted speed limit of 45 miles per hour west of 248th Avenue, 40 miles per hour
between 248th Avenue and Van Dyke Road, and 35 miles per hour east of Van Dyke Road.
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PLAINFIELD, ILLINOIS
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- STANDARD CROSSWALK
- HIGH VISIBILITY CROSSWALK
- SCHOOL SPEED LIMIT SIGN
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EXISTING ROADWAY CHARACTERISTICS
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U.S. Route 30 is a north-south other principal arterial roadway that in the vicinity of the site
provides one travel lane in each direction. At its signalized intersection with 127th Street, U.S.
Route 30 provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane on
the northbound approach. On the southbound approach, U.S. Route 30 provides an exclusive left-
turn lane and a combined through/right-turn lane. At its signalized intersection with 135th Street,
U.S. Route 30 provides an exclusive left-turn lane and a combined through/right-turn lane on the
northbound and southbound approaches with a high-visibility crosswalk provided on the south leg.
Within the study area, U.S. Route 30 closely parallels the Canadian National Railway right-of-
way, with its intersection with 127th Street being less than 150 feet from a railroad crossing. U.S.
Route 30 carries an AADT volume of 20,000 vehicles (IDOT 2019) north of 135th Street and
14,900 vehicles (IDOT 2019) south of 135th Street. U.S. Route 30 is under the jurisdiction of IDOT
and has a posted speed limit of 55 miles per hour north of 135th Street and 50 miles per hour south
of 135th Street.
135th Street is an east-west minor arterial roadway that in the vicinity of the site generally provides
one lane in each direction. At its signalized intersections with Van Dyke Road and U.S. Route 30,
135th Street provides an exclusive left-turn lane and a combined through/right-turn lane on the
eastbound and westbound approaches. At its unsignalized intersection with Vicarage Drive, 135th
Street provides an exclusive left-turn lane and a combined through/right-turn lane on both
approaches. 135th Street carries an AADT volume of 10,000 vehicles west of U.S. Route 30 and
13,500 vehicles (IDOT 2019) east of Van Dyke Road. 135th Street is under the jurisdiction of the
Village of Plainfield and has a posted speed limit of 35 miles per hour. West of U.S. Route 30,
135th Street has a posted school speed limit of 20 miles per hour on school days when children are
present.
Van Dyke Road is a north-south major collector roadway that in the vicinity of the site provides
two travel lanes in each direction. At its signalized intersection with 127th Street, Van Dyke Road
provides an exclusive left-turn lane, a through lane, and a combined through/right-turn lane on
both approaches. At its unsignalized intersection with Hamilton Lane and Norwood Drive, Van
Dyke Road provides an exclusive left-turn lane, a through lane, and a combined through/right-turn
lane on both approaches. At its signalized intersection with 135th Street, Van Dyke Road provides
an exclusive left-turn lane, a through lane, and a combined through/right-turn lane on the
southbound approach and an exclusive left-turn lane and a combined through/right-turn lane on
the northbound approach. Van Dyke Road is primarily under the jurisdiction of the Village of
Plainfield. However, there is an approximately 670-foot segment north of Norwood Drive that is
under the jurisdiction of Wheatland Township. Van Dyke Road carries an AADT volume that
ranges between 5,550 vehicles and 9,250 vehicles (IDOT 2019). Van Dyke Road has a posted
speed limit of 45 miles per hour.
Edward Elmhurst Health Access Drive is a north-south private roadway that in the vicinity of the
site provides one travel lane in each direction separated by a landscaped median. At its
unsignalized intersection with 127th Street, Edward Elmhurst Health access drive provides an
exclusive left-turn lane and an exclusive right-turn lane on the southbound approach.
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Hamilton Lane is an east-west local roadway that in the vicinity of the site provides one travel lane
in each direction separated by a landscaped median. At its unsignalized intersection with Van Dyke
Road, Hamilton Lane provides an exclusive left-turn lane and an exclusive right-turn lane that are
under stop sign control on the westbound approach. Hamilton Lane is under the jurisdiction of the
Village of Plainfield and has a posted speed limit of 25 miles per hour.
Waterford Boulevard is a north-south local roadway that in the vicinity of the site provides one
travel lane in each direction separated by a landscaped median. At its unsignalized intersection
with 127th Street, Waterford Boulevard provides an exclusive left-turn lane and an exclusive right-
turn lane that are under stop sign control on the northbound approach. Waterford Boulevard is
under the jurisdiction of the Village of Plainfield and has a posted speed limit of 25 miles per hour.
248th Avenue is a north-south local roadway that in the vicinity of the site provides one travel lane
in each direction. At its signalized intersection with 127th Street, 248th Avenue provides on the
southbound approach an exclusive left-turn lane and an exclusive right-turn lane. 248th Street is
under the jurisdiction of the Village of Plainfield and has a posted speed limit of 45 miles per hour.
Norwood Drive is an east-west local roadway that in the vicinity of the site provides one travel
lane in each direction. At its unsignalized intersection with Van Dyke Road, Norwood Drive
provides a combined left-turn/through/right-turn lane on the eastbound and westbound approaches
that are stop sign controlled. Norwood Drive is under the jurisdiction of the Village of Plainfield
and has a posted speed limit of 25 miles per hour.
Vicarage Drive is a north-south local roadway that in the vicinity of the site provides one travel
lane in each direction. At its unsignalized intersection with 135th Street, Vicarage Drive provides
a combined left-turn/through/right-turn lane on the southbound approach. On the northbound
approach, a combined left-turn/through lane and an exclusive right-turn lane are provided.
Vicarage Drive is under the jurisdiction of the Village of Plainfield and has a posted speed limit
of 25 miles per hour.
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Existing Traffic Volumes
In order to determine current traffic conditions in the vicinity of the site, KLOA, Inc. utilized
peak period traffic counts that were conducted on Tuesday, September 21, 2021, during the
weekday morning (7:00 A.M. to 9:00 A.M.) and weekday evening (4:00 P.M. to 6:00 P.M.) peak
periods at the following intersections:
• 127th Street with Van Dyke Road
• 127th Street with Edward Elmhurst Health Access Drive
• 127th Street with 248th Avenue
• 127th Street with Waterford Boulevard
• 127th Street with U.S. Route 30
• Van Dyke Road with Hamilton Lane
• Van Dyke Road with Norwood Drive
• Van Dyke Road with 135th Street
• 135th Street with Vicarage Drive
• 135th Street with U.S. Route 30
The results of the traffic counts showed that the weekday morning peak hour of traffic occurs from
7:30 A.M. to 8:30 A.M. and the weekday evening peak hour of traffic occurs from 5:00 P.M. to
6:00 P.M. Copies of the traffic count summary sheets are included in the Appendix. Due to the
ongoing pandemic and in order to accurately represent Year 2021 normal traffic conditions, the
collected traffic volumes were compared with IDOT’s 2019 hourly traffic count at various
segments. Based on this comparison, the morning peak hour volumes were approximately 12.5
percent lower while the evening peak hour volumes were approximately 10 percent higher. As
such, the morning peak hour volumes were increased by 15 percent and the evening peak hour
volumes were left unchanged. Figure 4 illustrates the existing traffic volumes.
Crash Analysis
KLOA, Inc. obtained crash data1 from IDOT for the most recent available five years (2016 to
2020) for the intersections of 127th Street with Van Dyke Road, 127th Street with Edward Elmhurst
Heath Access Drive, 127th Street with Waterford Boulevard, 127th Street with U.S. Route 30, Van
Dyke Road with Hamilton Lane, Van Dyke Road with Norwood Drive, Van Dyke Road with 135th
Street, 135th Street with Vicarage Drive, and 135th Street with U.S. Route 30. The crash data for
the intersections is summarized in Tables 1 through 10. A review of the crash data indicated that
no fatalities were reported at these intersections.
1 IDOT DISCLAIMER: The motor vehicle crash data referenced herein was provided by the Illinois Department of Transportation.
Any conclusions drawn from analysis of the aforementioned data are the sole responsibility of the data recipient(s). Additionally,
for coding years 2015 to present, the Bureau of Data Collection uses the exact latitude/longitude supplied by the investigating law
enforcement agency to locate crashes. Therefore, location data may vary in previous years since data prior to 2015 was physically
located by bureau personnel.
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135TH STREET @
LEGEND
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- AM PEAK HOUR (7:30-8:30 AM)
- PM PEAK HOUR (5:00-6:00 PM)
PLAINFIELD, ILLINOIS
DEVELOPMENT
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YEAR 2021 BASE TRAFFIC VOLUMES
23 (53)
4
7 (9
5)83 (86)
49 (153)
5 (11)
396 (284)
1 (8)
3
4
2
(4
1
6)203 (467)
599 (477)
2 (12)
422 (363)
118 (196)
259 (499)
15
1
(
2
2
4
)
220 (151)
9
7
(
2
4
2
)
37 (50)
75 (168)
67 (158)
75 (44)
340 (534)
392 (428)
59 (44)
55 (95)
90 (182)
153 (458)
294 (256)
128 (126)
14 (29)
29 (36)
281 (699)
7 (23)
428 (396)
5 (4)
55 (96)
49 (98)
14 (30)
76 (52)
240 (595)
349 (350)
85 (34)
67 (15)
361 (649)
506 (572)
21 (29)
14 (12)
22 (15)
55 (44)
9 (9)
3 (14)
2 (5)
9 (20)
330 (697)
26 (44)
15
(
4
7
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3
3
9
(
5
0
1
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6
4
(
7
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7
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3
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4
3
4
(
3
4
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1
2
4
(
9
1
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2
2
(
2
4
)
0
(
0
)
4
6
(
14
)
5
(
6
)
1
5
(
2
2
)
0
(
0
)
2
2
(
3
9
)
2
6
2
(
2
5
1
)
7
8
(
7
4
)
5
6
(
8
9
)
1
2
0
(
3
2
6
)
4
0
(
11
7
)
2
0
(
1
6
)
3
7
6
(
3
4
3
)
6
(
1
1
)
8
(
17
)
18
2
(
4
9
4
)
6
8
(
7
3
)
4
4
6
(
3
9
4
)
7
(
8
)
2
4
4
(
5
7
2
)
1
3
(
2
5
)
7
8
(
9
9
)
2
6
6
(
18
7
)
12
3
(
13
7
)
5
2
(
7
7
)
11
5
(
2
7
1
)
2
8
(
5
0
)
16
(
4
6
)
2
8
(
5
8
)
5
(
9
)
4
3
(
3
7
)
3
8
5
(3
3
9
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1
5
8 (1
1
0
)
1 (2
8
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Table 1
127TH STREET WITH VAN DYKE ROAD – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 2 0 0 2 0 1 0 5
2017 2 1 0 5 1 4 0 13
2018 3 0 0 6 0 4 2 15
2019 1 0 0 2 0 2 0 5
2020 1 0 1 0 1 0 0 3
Total 9 1 1 15 2 11 2 41
Average 1.8 <1.0 <1.0 3.0 <1.0 2.2 <1.0 8.2
Table 2
127TH STREET WITH EDWARD ELMHURST HEALTH ACCESS DRIVE - CRASH
SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 0 0 0 0 0 0
2017 0 0 0 1 0 0 0 1
2018 0 0 0 0 0 0 0 0
2019 0 0 1 0 0 0 0 1
2020 0 0 0 0 0 0 0 0
Total 0 0 1 1 0 0 0 2
Average 0.0 0.0 <1.0 <1.0 0.0 0.0 0.0 <1.0
Table 3
127TH STREET WITH 248th AVENUE – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 0 2 0 1 0 3
2017 0 0 0 2 0 2 0 4
2018 0 0 1 3 0 1 0 5
2019 0 0 1 2 0 1 0 4
2020 0 0 0 1 0 0 0 1
Total 0 0 2 10 0 5 0 17
Average 0.0 0.0 <1.0 2.0 0.0 1.0 0.0 3.4
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Table 4
127TH STREET WITH WATERFORD BOULEVARD – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 0 4 1 0 0 5
2017 0 0 0 3 1 0 0 4
2018 0 0 0 5 0 0 0 5
2019 0 0 0 3 0 0 0 3
2020 0 0 0 3 0 0 0 3
Total 0 0 0 18 2 0 0 20
Average 0.0 0.0 0.0 3.6 <1.0 0.0 0.0 4.0
Table 5
127TH STREET WITH U.S. ROUTE 30 – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 0 9 0 0 0 9
2017 1 0 0 9 0 1 0 11
2018 1 0 1 11 0 2 0 15
2019 1 0 0 6 2 1 0 10
2020 1 0 1 7 0 0 0 9
Total 4 0 2 42 2 5 0 54
Average <1.0 0.0 <1.0 8.4 <1.0 1.0 0.0 10.8
Table 6
VAN DYKE ROAD WITH HAMILTON LANE – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 0 0 0 0 0 0
2017 0 0 0 0 0 0 0 0
2018 0 0 0 0 0 0 0 0
2019 0 0 0 0 0 0 0 0
2020 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0
Average 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
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Table 7
VAN DYKE ROAD WITH NORWOOD DRIVE– CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 0 1 0 0 1 2
2017 0 0 0 1 0 0 0 1
2018 0 0 0 0 1 2 0 3
2019 0 0 1 0 0 0 0 1
2020 0 0 1 0 0 0 0 1
Total 0 0 2 2 1 2 1 8
Average 0.0 0.0 <1.0 <1.0 <1.0 <1.0 <1.0 1.6
Table 8
VAN DYKE ROAD WITH 135TH STREET – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 1 8 0 0 0 9
2017 0 0 1 12 0 4 1 18
2018 2 0 1 5 0 3 1 12
2019 0 0 1 8 0 0 0 9
2020 0 0 1 0 0 0 0 1
Total 2 0 5 33 0 7 2 49
Average <1.0 0.0 1.0 6.6 0.0 1.4 <1.0 9.8
Table 9
135TH STREET WITH VICARAGE DRIVE – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 0 1 0 0 0 1
2017 0 0 0 1 0 0 0 1
2018 0 0 0 2 0 0 0 2
2019 1 0 0 1 0 0 1 3
2020 0 0 0 2 0 0 0 2
Total 1 0 0 7 0 0 1 9
Average <1.0 0.0 0.0 1.4 0.0 0.0 <1.0 1.8
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Table 10
135TH STREET WITH U.S. ROUTE 30 – CRASH SUMMARY
Year Type of Crash Frequency
Angle Pedestrian Object Rear End Sideswipe Turning Other Total
2016 0 0 1 10 0 3 0 14
2017 0 0 1 12 0 1 0 14
2018 2 0 0 20 1 2 0 25
2019 2 0 0 8 0 4 0 14
2020 2 0 0 7 0 1 0 10
Total 6 0 2 57 1 11 0 77
Average 1.2 0.0 <1.0 11.4 <1.0 2.2 <1.0 15.4
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3. Traffic Characteristics of the Proposed Development
In order to properly evaluate future traffic conditions in the surrounding area, it was necessary to
determine the traffic characteristics of the proposed development, including the directional
distribution and volumes of traffic that it will generate.
Proposed Site and Development Plan
As proposed, the plans call for developing the site with 450 residential units consisting of 118
townhomes and 332 single family lots. Access to the site will be provided off 127th Street opposite
the Edward Elmhurst Health Access Drive and off Van Dyke Road opposite Hamilton Drive.
Additional access will be provided via connections to Tipperary Lane and Vicarage Drive on the
west and south sides of the site, respectively. The access road opposite the Edwards Elmhurst
Health Access Drive should provide one inbound lane and two outbound lanes striped to provide
a shared left-turn/through lane and an exclusive right-turn lane. Exclusive left- and right-turn lanes
should be provided on 127th Street at its intersection with the proposed access road (to be discussed
later). Outbound movements from the access roads onto 127th Street and Van Dyke Road should
be under stop sign control. A copy of the preliminary site plan depicting the proposed development
and access is included in the Appendix.
Directional Distribution
The directions from which residents of the proposed development will approach and depart the
site were estimated based on existing travel patterns, as determined from the traffic counts.
Figure 5 illustrates the directional distribution of the development-generated traffic.
Estimated Site Traffic Generation
The number of peak hour vehicle trips estimated to be generated by the proposed development was
based on vehicle trip generation rates contained in Trip Generation Manual, 11th Edition, published
by the Institute of Transportation Engineers (ITE). Land-Use Codes 210 (Single-Family Detached
Housing) and 220 (Multi-Family Housing) were utilized. Copies of the ITE trip generation sheets
are included in the Appendix. Table 11 shows the estimated vehicle trip generation for the
weekday morning and weekday evening peak hours.
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287
288289290291292
293
294
295
296
297
298
299
300
301
302
303
304
305
306
307
308309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342343345
346 347
348349
350 351
352353
354
355
356
357
OUTLOT A
OUTLOT B
OUTLOT C
OUT
L
OT D
OUTLOT E
OUTLOT F
OUTLOT G
OUTLOT H
OUTLOT I
OUTLOT J
OUTLOT K
OUTLOT L
OUTLOT M
OUTL
O
T
N
OUTLOT O
OUTLOT J
OUTLOT J
ROAD C
ROAD H
TIPPERARY LANE
V
IC
A
RAG
E
VICARAGE DRIVE
ROAD I
VIC
A
R
AG
E
ROAD I
ROA
D
I
ROAD J
ROAD K
ROAD L
ROAD D
ROAD M
R
O
A
D
D
HAMILTON LANE
ROAD E
ROAD
N
ROAD
C
R
OAD
F
R OA
D D
ROAD E
ROAD O
ROA
D
G
ROA
D
C
R
O
A
D
D
OUTLOT G
D
RIV
E
D
RIV
E
344
390'1100'1550'
1710'
1
9
4
5
'
1
3
2
0
'
1
7
4
0
'
30
00'
00%- PERCENT DISTRIBUTION
- DISTANCE IN FEET
Kenig,Lindgren,O'Hara,Aboona,Inc.
Figure: 5Job No: 21-272
N
NOT TO SCALE
STREET
135TH
R
O
A
D
V
A
N
D
Y
K
E
HI
G
H
W
A
Y
LI
N
C
O
L
N
A
C
C
E
S
S
D
R
I
V
E
E
D
W
A
R
D
E
L
M
H
U
R
S
T
STREET
127TH
LANE
HAMILTON
A
V
E
N
U
E
2
4
8
T
H
C
A
N
A
D
I
A
N
N
A
TI
O
N
A
L
R
AI
L
W
A
Y
B
O
U
L
E
V
A
R
D
W
A
T
E
R
F
O
R
D
L
A
N
E
TIP
P
E
R
A
R
Y
DOOWRONEVIRD
LEGEND
PLAINFIELD, ILLINOIS
DEVELOPMENT
RESIDENTIAL
BRONK PARCEL
D
R
I
V
E
V
I
C
A
R
A
G
E
5%
1
5
%
1
0
%
10%
1
5
%
1
0
%
ESTIMATED DIRECTIONAL DISTRIBUTION
20%
15%
212
Bronk Parcel Residential Development
Plainfield, Illinois 16
Table 11
ESTIMATED SITE-GENERATED TRAFFIC VOLUMES
ITE
Land Use Code
Weekday Morning
Peak Hour Weekday Evening
Peak Hour
Type/Size In Out Total In Out Total
210 Single-Family Housing
(332 units) 57 164 221 192 113 305
220 Multifamily Housing
(118 units) 14 45 59 45 26 71
Total 71 209 280 237 139 376
213
Bronk Parcel Residential Development
Plainfield, Illinois 17
4. Projected Traffic Conditions
The total projected traffic volumes include the existing traffic volumes, increase in background
traffic due to growth, and the traffic estimated to be generated by the proposed subject
development.
Development Traffic Assignment
The estimated weekday morning and evening peak hour traffic volumes that will be generated
by the proposed development were assigned to the roadway system in accordance with the
previously described directional distribution (Figure 5). The total new traffic assignment for the
residential development is illustrated in Figure 6.
Background Traffic Conditions
The existing traffic volumes (Figure 4) were increased by a regional growth factor to account for
the increase in existing traffic related to regional growth in the area (i.e., not attributable to any
particular planned development). Based on 2050 Average Daily Traffic (ADT) projections
provided by the Chicago Metropolitan Agency for Planning (CMAP) in a letter dated October 21,
2021, the existing traffic volume were increased by an annually compounded growth rate for six
years (one-year buildout plus five years) totaling six percent to represent Year 2027 total projected
conditions. A copy of the CMAP 2050 projections letter is included in the Appendix.
Total Projected Traffic Volumes
The development-generated traffic (Figure 6) was added to the existing traffic volumes increased
by a regional growth factor to determine the Year 2027 total projected traffic volumes, as
illustrated in Figure 7.
214
SITE
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
1718
19
20
21
22
2324
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
464748495051525354
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89 90
91
92
9394
95 96 97 98 99
100
101
102
103
104
105
106
107
108
109
110
111112113114115116117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135 136 137 138
139 140 141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166167168169170
171
172
173
174
175
176
177178179
180
181
182
183
184
185
186
187
188
189
190
191 192 193 194 195 196 197 198
199200201202203204205
206
207
208
209
210
211
212
213 214
215
216
217
218
219
220
221 222 223 224 225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240 241
242
243 244 245 246 247 248 249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267268
269
270
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288289290291292
293
294
295
296
297
298
299
300
301
302
303
304
305
306
307
308309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342343345
346 347
348349
350 351
352353
354
355
356
357
OUTLOT A
OUTLOT B
OUTLOT C
OUT
L
OT D
OUTLOT E
OUTLOT F
OUTLOT G
OUTLOT H
OUTLOT I
OUTLOT J
OUTLOT K
OUTLOT L
OUTLOT M
OUTL
O
T
N
OUTLOT O
OUTLOT J
OUTLOT J
ROAD C
ROAD H
TIPPERARY LANE
V
IC
A
RAG
E
VICARAGE DRIVE
ROAD I
VIC
A
R
AG
E
ROAD I
ROA
D
I
ROAD J
ROAD K
ROAD L
ROAD D
ROAD M
R
O
A
D
D
HAMILTON LANE
ROAD E
ROAD
N
ROAD
C
R
OAD
F
R OA
D D
ROAD E
ROAD O
ROA
D
G
ROA
D
C
R
O
A
D
D
OUTLOT G
D
RIV
E
D
RIV
E
344
30
Kenig,Lindgren,O'Hara,Aboona,Inc.
Figure: 6Job No: 21-272
N
NOT TO SCALE
STREET
135TH
R
O
A
D
V
A
N
D
Y
K
E
HI
G
H
W
A
Y
LI
N
C
O
L
N A
C
C
E
S
S
D
R
I
V
E
E
D
W
A
R
D
E
L
M
H
U
R
S
T
STREET
127TH
LANE
HAMILTON
A
V
E
N
U
E
2
4
8
T
H
C
A
N
A
D
I
A
N
N
A
TI
O
N
A
L
R
AI
L
W
A
Y
B
O
U
L
E
V
A
R
D
W
A
T
E
R
F
O
R
D
L
A
N
E
TIP
P
E
R
A
R
Y
DOOWRONEVIRD
248TH AVENUE
127TH STREET @
VICARAGE DRIVE
135TH STREET @
LEGEND
00
(00)
- AM PEAK HOUR (7:30-8:30 AM)
- PM PEAK HOUR (5:00-6:00 PM)
PLAINFIELD, ILLINOIS
DEVELOPMENT
RESIDENTIAL
BRONK PARCEL
D
R
I
V
E
V
I
C
A
R
A
G
E
ESTIMATED SITE-GENERATED TRAFFIC VOLUMES
1
1 (3
6
)
7 (24)
21 (14)
31 (21)
3
1
(
2
0
)
11 (36)
3 (11)
11 (8)
11
(
3
5
)
31 (21)
11 (7)
3 (12)
2
8
(
19
)
7 (22)
4 (13)
11
(
8
)
3 (11)
2 (2)
3
(
9
)
4
(
15
)
3 (8)
15 (52)
49 (33)
15 (52)
8 (30)
5 (20)
9 (27)
8
(
5
)
3
(
10
)
4
(
1
4
)
14
(
4
8
)
14
(
4
8
)
3
(
2
)
15 (52)
4
9
(
3
3
)
3
9
(
2
5
)
24 (15)
43 (33)
26 (16)
13 (9)
1
3
(
4
1
)
7 (22)
5
(
5
)
49 (33)
16
(
1
0
)
4
3
(
3
3
)
15 (6)
19
(
1
2
)
3 (3)
215
SITE
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
1718
19
20
21
22
2324
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
464748495051525354
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89 90
91
92
9394
95 96 97 98 99
100
101
102
103
104
105
106
107
108
109
110
111112113114115116117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135 136 137 138
139 140 141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166167168169170
171
172
173
174
175
176
177178179
180
181
182
183
184
185
186
187
188
189
190
191 192 193 194 195 196 197 198
199200201202203204205
206
207
208
209
210
211
212
213 214
215
216
217
218
219
220
221 222 223 224 225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240 241
242
243 244 245 246 247 248 249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267268
269
270
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288289290291292
293
294
295
296
297
298
299
300
301
302
303
304
305
306
307
308309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342343345
346 347
348349
350 351
352353
354
355
356
357
OUTLOT A
OUTLOT B
OUTLOT C
OUT
L
OT D
OUTLOT E
OUTLOT F
OUTLOT G
OUTLOT H
OUTLOT I
OUTLOT J
OUTLOT K
OUTLOT L
OUTLOT M
OUTL
O
T
N
OUTLOT O
OUTLOT J
OUTLOT J
ROAD C
ROAD H
TIPPERARY LANE
V
IC
A
RAG
E
VICARAGE DRIVE
ROAD I
VIC
A
R
AG
E
ROAD I
ROA
D
I
ROAD J
ROAD K
ROAD L
ROAD D
ROAD M
R
O
A
D
D
HAMILTON LANE
ROAD E
ROAD
N
ROAD
C
R
OAD
F
R OA
D D
ROAD E
ROAD O
ROA
D
G
ROA
D
C
R
O
A
D
D
OUTLOT G
D
RIV
E
D
RIV
E
344
30
Kenig,Lindgren,O'Hara,Aboona,Inc.
Figure: 7Job No: 21-272
N
NOT TO SCALE
STREET
135TH
R
O
A
D
V
A
N
D
Y
K
E
39 (53)
89 (205)
65 (116)
52 (104)
23 (16)
10 (10)
22 (31)
15 (13)
63 (47)
17 (34)
84 (66)
8
4
(
14
1
)
58 (47)
24 (56)
6
1 (1
3
7
)
HI
G
H
W
A
Y
LI
N
C
O
L
N
52 (162)
A
C
C
E
S
S
D
R
I
V
E
E
D
W
A
R
D
E
L
M
H
U
R
S
T
STREET
127TH
58 (101)258 (644)
414 (368)
3 (15)
2 (5)
0 (0)
365 (586)
LANE
HAMILTON
A
V
E
N
U
E
2
4
8
T
H
119 (112)
236 (510)
1
6
7 (1
1
7)
4
0
8
(3
5
9
)
1 (3
0
)
5 (12)
426 (325)
3
6
3
(4
4
1
)
1 (8)
173 (492)
126 (214)
315 (283)
136 (134)
4
6
0
(
3
6
5
)
1
4
2
(
13
1
)
C
A
N
A
D
I
A
N
N
A
TI
O
N
A
L
R
AI
L
W
A
Y
B
O
U
L
E
V
A
R
D
W
A
T
E
R
F
O
R
D
L
A
N
E
TIP
P
E
R
A
R
Y
25 (27)
DOOWRONEVIRD
YEAR 2027 TOTAL PROJECTED TRAFFIC VOLUMES
90 (36)
383 (688)
8 (30)
650 (558)
5 (21)
462 (437)
248TH AVENUE
127TH STREET @
125 (208)
324 (562)
233 (160)
399 (772)
28 (47)
21 (51)
42 (74)
VICARAGE DRIVE
135TH STREET @
309 (751)
7 (24)
457 (431)
5 (4)
LEGEND
00
(00)
- AM PEAK HOUR (7:30-8:30 AM)
- PM PEAK HOUR (5:00-6:00 PM)
PLAINFIELD, ILLINOIS
DEVELOPMENT
RESIDENTIAL
BRONK PARCEL
93 (56)
450 (474)
71 (167)
24 (15)
0 (0)
43 (33)
D
R
I
V
E
V
I
C
A
R
A
G
E
1
0
3
(
2
5
7
)
16
0
(
2
3
7
)
1
7
(
4
9
)
0
(
0
)
3
0
(
6
1
)
3
3
(
6
3
)
12
6
(
2
8
4
)
5
5
(
8
2
)
1
3
(
4
1
)
2
5
9
(
5
8
8
)
1
4
(
2
7
)
7
2
(
7
7
)
2
3
7
(
5
3
9
)
8
(
18
)
5
3
(
13
2
)
1
4
6
(
3
5
8
)
8
7
(
1
1
3
)
4
2
(
14
)
0
(
0
)
5
4
(
4
5
)
1
6
(
5
0
)
3
5
9
(
5
3
1
)
6
8
(
7
8
)
8
(
1
2
)
4
6
(
3
9
)
14
6
(
15
5
)
2
9
0
(
2
0
5
)
8
3
(
10
5
)
7
(
8
)
4
7
3
(
4
1
9
)
14
(
4
8
)
6
(
12
)
4
1
3
(
4
1
2
)
2
1
(
17
)
8
3
(
7
8
)
2
8
2
(
2
8
1
)
2
6
(
5
0
)
5
(
6
)
0
(
0
)
16
(
2
3
)
71 (16)
536 (606)
15 (52)
4
9
(
3
3
)
0
(
0
)
4
8
(
3
0
)
216
Bronk Parcel Residential Development
Plainfield, Illinois 20
5. Traffic Analysis and Recommendations
The following provides an evaluation conducted for the weekday morning and weekday evening
peak hours. The analysis includes conducting capacity analyses to determine how well the roadway
system and access drives are projected to operate and whether any roadway improvements or
modification are required.
Traffic Analyses
Roadway and adjacent or nearby intersection analyses were performed for the weekday morning
and weekday evening peak hours for the existing (Year 2021) and future projected (Year 2027)
traffic volumes.
The traffic analyses were performed using the methodologies outlined in the Transportation
Research Board’s Highway Capacity Manual (HCM), 6th Edition and analyzed using
Synchro/SimTraffic 11 computer software. The analysis for the traffic-signal controlled
intersections of U.S. Route 30 with 127th Street and 135th Street were accomplished using provided
cycle lengths and phasings to determine the average overall vehicle delay and levels of service.
The capacity analyses conducted for the other traffic-signal controlled intersections utilized field
measured cycle lengths and phasings.
The analyses for the unsignalized intersections determine the average control delay to vehicles at
an intersection. Control delay is the elapsed time from a vehicle joining the queue at a stop sign
(includes the time required to decelerate to a stop) until its departure from the stop sign and
resumption of free flow speed. The methodology analyzes each intersection approach controlled
by a stop sign and considers traffic volumes on all approaches and lane characteristics.
The ability of an intersection to accommodate traffic flow is expressed in terms of level of service,
which is assigned a letter from A to F based on the average control delay experienced by vehicles
passing through the intersection. The Highway Capacity Manual definitions for levels of service
and the corresponding control delay for signalized intersections and unsignalized intersections are
included in the Appendix of this report.
Summaries of the traffic analysis results showing the level of service and overall intersection delay
(measured in seconds) for the existing and Year 2027 total projected conditions are presented in
Tables 12 through 18. A discussion of the intersections follows. Summary sheets for the capacity
analyses are included in the Appendix.
217
Bronk Parcel Residential Development
Plainfield, Illinois 21
Table 12
CAPACITY ANALYSIS RESULTS – VAN DYKE ROAD WITH 127TH STREET – SIGNALIZED
Peak Hour
Eastbound Westbound Northbound Southbound
Overall
L T R L T/R L T/R L T/R
Ye
a
r
2
0
2
1
B
a
s
e
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
B
17.5
C
33.8
A
1.4
B
17.5
D
37.5
B
14.5
B
16.8
B
17.9
B
19.4 C
25.2 C – 27.4 C – 34.2 B – 16.4 B – 19.0
Weekday
Evening
Peak Hour
B
12.8
C
30.0
A
4.1
B
19.7
C
33.8
B
18.4
B
14.2
B
17.7
C
22.1 C
23.6 C – 22.3 C – 30.7 B – 15.2 C – 21.3
Ye
a
r
2
0
2
7
P
r
o
j
e
c
t
e
d
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
B
19.6
D
37.0
A
1.6
C
21.6
D
37.3
B
15.7
B
18.5
B
19.2
B
20.0 C
26.7 C – 30.2 C – 34.4 B – 18.0 B – 19.8
Weekday
Evening
Peak Hour
B
13.6
C
29.0
A
3.9
C
27.6
D
40.8
B
19.9
B
14.8
B
19.0
C
23.2 C
26.3 C – 21.8 D – 37.6 B – 16.0 C – 22.4
218
Bronk Parcel Residential Development
Plainfield, Illinois 22
Table 13
CAPACITY ANALYSIS RESULTS – VAN DYKE ROAD WITH 135TH STREET – SIGNALIZED
Peak Hour
Eastbound Westbound Northbound Southbound
Overall
L T/R L T/R L T/R L T R
Ye
a
r
2
0
2
1
B
a
s
e
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
B
17.6
D
44.2
B
18.1
C
32.0
B
13.5
C
24.8
B
11.5
B
14.0
A
0.6 C
29.0 D – 40.1 C – 30.0 C – 24.1 B – 10.9
Weekday
Evening
Peak Hour
B
16.4
C
24.9
B
13.3
D
44.6
C
22.5
D
35.5
C
25.4
C
33.0
A
6.2 C
32.4 C – 23.8 D – 40.7 C – 34.1 C – 25.9
Ye
a
r
2
0
2
7
P
r
o
j
e
c
t
e
d
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
B
18.5
D
45.7
B
18.3
C
33.4
B
13.7
C
26.4
B
13.3
B
16.4
A
0.7 C
29.7 D – 41.2 C – 31.3 C – 25.6 B – 12.6
Weekday
Evening
Peak Hour
B
19.1
C
24.1
B
13.0
D
52.6
C
24.3
D
42.8
D
35.2
D
38.5
A
6.2 D
37.3 C – 23.4 D – 47.8 D – 40.5 C – 30.9
219
Bronk Parcel Residential Development
Plainfield, Illinois 23
Table 14
CAPACITY ANALYSIS RESULTS – U.S. ROUTE 30 WITH 135TH STREET – SIGNALIZED
Peak Hour
Eastbound Westbound Northbound Southbound
Overall
L T/R L T/R L T/R L T/R
Ye
a
r
2
0
2
1
B
a
s
e
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
C
26.5
E
66.3
D
42.2
D
37.5
B
15.8
C
35.0
B
16.9
C
27.8 D
39.7 E – 61.5 D – 38.9 C – 32.6 C – 26.2
Weekday
Evening
Peak Hour
D
39.8
E
61.6
D
49.7
E
67.4
C
27.6
D
37.0
C
21.9
D
45.5 D
50.2 E – 59.3 E – 63.0 C – 34.8 D – 42.7
Ye
a
r
2
0
2
7
P
r
o
j
e
c
t
e
d
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
C
26.3
E
69.0
E
76.0
D
37.5
B
16.6
D
39.9
B
18.9
C
29.5 D
44.4 E – 63.8 D – 51.0 D – 37.1 C – 27.8
Weekday
Evening
Peak Hour
D
43.0
E
62.8
E
74.1
E
70.7
D
35.7
D
42.0
C
24.1
D
51.0 E
55.9 E – 60.8 E – 71.6 D – 40.6 D – 47.8
220
Bronk Parcel Residential Development
Plainfield, Illinois 24
Table 15
CAPACITY ANALYSIS RESULTS – U.S. ROUTE 30 WITH 127TH STREET – SIGNALIZED
Peak Hour
Eastbound Westbound Northbound Southbound
Overall
L T/R L T/R L T R L T/R
Ye
a
r
2
0
2
1
B
a
s
e
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
E
67.2
E
61.4
E
71.8
D
37.5
E
65.0
C
32.9
C
28.4
E
77.4
C
25.7 D
41.3 E – 61.5 D – 42.5 C – 31.7 C – 32.0
Weekday
Evening
Peak Hour
E
78.4
E
67.3
F
83.3
E
56.3
F
80.4
D
40.2
C
34.6
F
84.9
D
35.7 D
53.8 E – 67.6 E – 62.2 D – 41.3 D – 44.7
Ye
a
r
2
0
2
7
P
r
o
j
e
c
t
e
d
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
E
67.2
E
62.4
E
72.8
D
39.7
E
65.0
D
35.8
C
30.3
F
80.7
C
27.4 D
43.4 E – 62.5 D – 43.9 C – 34.2 D – 35.1
Weekday
Evening
Peak Hour
E
79.2
E
68.2
F
84.3
E
60.6
F
84.5
D
45.7
D
37.8
F
94.3
D
38.9 E
58.2 E – 68.6 E – 65.5 D – 46.2 D – 51.8
221
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Plainfield, Illinois 25
Table 16
CAPACITY ANALYSIS RESULTS – 127TH STREET WITH 248TH AVENUE – SIGNALIZED
Peak Hour
Eastbound Westbound Southbound
Overall
L T T R L R
Ye
a
r
2
0
2
1
B
a
s
e
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
C
32.1
C
30.6
E
57.6
A
8.0
C
20.1
A
4.4 C
31.0 C – 31.1 D – 42.1 B – 14.0
Weekday
Evening
Peak Hour
C
23.7
B
15.5
D
38.4
A
3.6
C
27.2
A
4.8 C
21.7 B – 17.9 C – 28.6 B – 15.6
Ye
a
r
2
0
2
7
P
r
o
j
e
c
t
e
d
Tr
a
f
f
i
c
V
o
l
u
m
e
s
Weekday
Morning
Peak Hour
C
33.6
C
26.9
D
54.9
A
6.6
C
24.1
A
5.2 C
30.7 C – 29.1 D – 41.4 B – 16.7
Weekday
Evening
Peak Hour
C
29.9
B
14.8
D
38.4
A
4.2
C
30.3
A
5.2 C
22.7 B – 18.8 C – 29.2 B – 17.2
222
Bronk Parcel Residential Development
Plainfield, Illinois 26
Table 17
CAPACITY ANALYSIS RESULTS – YEAR 2021 EXISTING CONDITIONS1
Weekday Morning
Peak Hour Weekday Evening
Peak Hour
Intersection LOS Delay LOS Delay
127th Street with Edward Elmhurst Access Drive
• Southbound Approach C 18.8 D 28.3
• Eastbound Left Turn A 9.3 B 10.5
Van Dyke Road with Hamilton Lane
• Westbound Approach B 12.5 B 14.5
• Southbound Left Turn A 8.4 A 8.7
Van Dyke Road with Norwood Drive
• Eastbound Approach C 18.0 C 20.6
• Westbound Approach B 14.3 C 15.8
• Northbound Left Turn A 8.0 A 8.7
• Southbound Left Turn A 8.4 A 8.1
Vicarage Drive with 135th Street
• Northbound Approach B 13.9 C 16.4
• Southbound Approach C 20.9 D 25.1
• Eastbound Left Turn A 8.2 A 9.4
• Westbound Left Turn A 8.4 A 8.3
Waterford Boulevard with 127th Street
• Northbound Approach C 17.3 C 23.4
• Westbound Left Turn A 9.9 A 9.3
LOS = Level of Service
Delay is measured in seconds
1 – All intersections under two-way stop sign control
223
Bronk Parcel Residential Development
Plainfield, Illinois 27
Table 18
CAPACITY ANALYSIS RESULTS – YEAR 2027 PROJECTED CONDITIONS1
Weekday Morning
Peak Hour Weekday Evening
Peak Hour
Intersection LOS Delay LOS Delay
127th Street with Edward Elmhurst Access Drive
• Northbound Approach C 22.8 C 24.2
• Southbound Approach D 30.7 F 72.0
• Eastbound Left Turn A 9.5 B 10.8
• Westbound Left Turn A 9.5 B 10.4
Van Dyke Road with Hamilton Lane
• Eastbound Approach B 12.2 D 25.9
• Westbound Approach B 13.6 C 18.6
• Northbound Left Turn A 7.9 A 9.9
• Southbound Left Turn A 8.5 A 8.8
Van Dyke Road with Norwood Drive
• Eastbound Approach C 20.6 C 23.8
• Westbound Approach C 16.0 C 18.1
• Northbound Left Turn A 8.2 A 8.9
• Southbound Left Turn A 8.6 A 8.3
Vicarage Drive with 135th Street
• Northbound Approach C 15.1 C 20.4
• Southbound Approach C 21.1 D 29.8
• Eastbound Left Turn A 8.3 B 10.0
• Westbound Left Turn A 8.4 A 8.4
Waterford Boulevard with 127th Street
• Northbound Approach C 20.1 E 36.2
• Westbound Left Turn B 10.2 A 9.9
LOS = Level of Service
Delay is measured in seconds
1 – All intersections under two-way stop sign control
224
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Plainfield, Illinois 28
Discussion and Recommendations
The following summarizes how the intersections are projected to operate and identify any roadway
and traffic control improvements to accommodate the development traffic.
Van Dyke Road with 127th Street
The results of the capacity analysis indicate that overall, this intersection currently operates at
Level of Service (LOS) C during the weekday morning and weekday evening peak hours. Under
Year 2027 total projected conditions, this intersection overall is projected to continue operating at
LOS C during the weekday morning and weekday evening peak hours with increases in delay of
approximately one and two seconds, respectively. Furthermore, all of the approaches are projected
to continue operating at LOS D or better during the peak hours. Overall, this intersection has
sufficient reserve capacity to accommodate the traffic estimated to be generated by the proposed
development.
Van Dyke Road with 135th Street
The results of the capacity analysis indicate that overall, this intersection currently operates at LOS
C during the weekday morning and weekday evening peak hours. Under Year 2027 total projected
conditions, this intersection is projected to continue operating at LOS C during the weekday
morning peak hour and at LOS D during the weekday evening peak hour with increases in delay
of approximately three and six seconds, respectively. Furthermore, all of the approaches are
projected to continue operating at LOS D or better during the peak hours with increases in delay
of approximately nine seconds or less. As such, this intersection has sufficient reserve capacity to
accommodate the traffic estimated to be generated by the proposed development and no roadway
improvements or signal modifications will be required.
U.S. Route 30 with 135th Street
The results of the capacity analysis indicate that overall, this intersection currently operates at LOS
D during the weekday morning and weekday evening peak hours. Under Year 2027 total projected
conditions, this intersection is projected to continue operating at LOS D during the weekday
morning peak hour and at LOS E during the weekday evening peak hour with increases in delay
of approximately five and six seconds, respectively. The increase in LOS during the evening peak
hour is mainly due to the projected growth in background traffic, as the site generated traffic will
only account for a three percent increase in the Year 2021 traffic volumes. Furthermore, all of the
approaches are projected to continue operating at LOS E or better during the peak hours with
increases in delay of approximately twelve seconds or less. As such, this intersection has sufficient
reserve capacity to accommodate the traffic estimated to be generated by the proposed
development and no roadway improvements or signal modifications will be required.
225
Bronk Parcel Residential Development
Plainfield, Illinois 29
U.S. Route 30 with 127th Street
The results of the capacity analysis indicate that overall, this intersection currently operates at LOS
D during the weekday morning and weekday evening peak hours. It should be noted that all of the
left-turn movements operate at LOS E or F as a result of the protected only phase and not due to
capacity deficiencies.
Under Year 2027 total projected conditions, this intersection is projected to continue operating at
LOS D during the weekday morning peak hour and at LOS E during the weekday evening peak
hour with increases in delay of approximately two and four seconds, respectively. The increase in
the overall delay during the evening peak hour is mainly due to the projected growth in background
traffic, as the site-generated traffic will only account for four percent of the total traffic. As such,
this intersection has sufficient reserve capacity to accommodate the traffic estimated to be
generated by the proposed development and no roadway improvements or signal modifications
will be required.
127th Street with 248th Avenue
The results of the capacity analysis indicate that overall, this intersection currently operates at LOS
C during the weekday morning and weekday evening peak hours. Under Year 2027 total projected
conditions, this intersection is projected to continue operating at LOS C during the weekday
morning and evening peak hours. As such, this intersection has sufficient reserve capacity to
accommodate the traffic estimated to be generated by the proposed development and no roadway
improvements or signal modifications will be required.
127th Street with Edward Elmhurst Access Road
The results of the capacity analysis indicate that the southbound approach currently operates at
LOS C during the weekday morning peak hour and at LOS D during the weekday evening peak
hours. The eastbound left-turn movements currently operate at LOS A during the weekday
morning peak hour and at LOS B during the weekday evening peak hour.
Based on a review of the total projected traffic volumes and the turn lane warrant figures published
in Chapter 36 of the IDOT Bureau of Design and Environment (BDE) Manual, an exclusive
westbound left-turn lane and an exclusive eastbound right-turn lane are warranted and, as such,
should be provided. Per the BDE Manual, these turn lanes should provide 145 feet of storage and
175 feet of taper. Under Year 2027 total projected conditions, with the addition of the south leg
and assuming the identified geometric improvements, the northbound approach is projected to
operate at LOS C during both peak hours. The southbound approach is projected to operate at LOS
C during the weekday morning peak hour and LOS F during the weekday evening peak hour. This
LOS and delay for the southbound approach is typical and expected when a minor road/dri ve
intersects a major road such as 127th Street. Inspection of the capacity analyses indicate that the
left-turn movements from the major road are projected to operate at acceptable LOS B or better.
Furthermore, based on a review of the peak hour traffic signal warrants published in the Manual
on Uniform Traffic Control Devices (MUTCD) and the projected traffic volumes, a traffic signal
will not be warranted at this intersection. As such, no additional geometric or traffic control
improvements are necessary in conjunction with the proposed development.
226
Bronk Parcel Residential Development
Plainfield, Illinois 30
Van Dyke Road with Hamilton Lane
The results of the capacity analysis indicate that the westbound approach currently operates at LOS
B during the weekday morning and evening peak hours. The southbound left-turn movements
currently operate at LOS A during the weekday morning and evening peak hours. Under Year
2027 total projected conditions, with the addition of the west leg of the intersection, the eastbound
and westbound approaches are projected to operate at LOS B during the weekday morning peak
hour and at LOS D during the weekday evening peak hour. Northbound and southbound left-turn
movements are projected to operate at LOS A during the peak hours. As such, the proposed access
road will be adequate in accommodating the traffic estimated to be generated by the proposed
development.
Van Dyke Road with Norwood Drive
The results of the capacity analysis indicate that the eastbound approach currently operates at LOS
C during the weekday morning and evening peak hours. The westbound approach currently
operates at LOS B during the weekday morning peak hour and at LOS C during the weekday
evening peak hour. The northbound and southbound left-turn movements currently operate at LOS
A during both the weekday morning and evening peak hours. Under Year 2027 total projected
conditions, the eastbound approach is projected to continue operating at LOS C during the
weekday morning and evening peak hours. The westbound approach is projected to operate at LOS
C during both peak hours. The northbound and southbound left-turn movements are projected to
continue operating at LOS A during the weekday morning and evening peak hours. As such, the
proposed development will have a limited impact on the operation of this intersection and no
roadway or traffic control improvements will be required.
Vicarage Drive with 135th Street
The results of the capacity analysis indicate that the northbound approach currently operates at
LOS B during the weekday morning peak hour and at LOS C during the weekday evening peak
hour. The southbound approach currently operates at LOS C during the weekday morning peak
hour and at LOS D during the weekday evening peak hour. The eastbound and westbound left-
turn movements currently operate at LOS A during both the weekday morning and evening peak
hours. Under Year 2027 total projected conditions, the northbound approach is projected to operate
at LOS C during the weekday morning and evening peak hours. The southbound approach is
projected to continue to operate at the same LOS as under existing conditions with minimal
increases in delay. It should be noted that the proposed extension of Vicarage Drive to the north
will provide southbound exiting traffic onto 135th Street with accessibility to the north thus
distributing existing and future traffic volumes in a more efficient manner. Further inspection of
the capacity analyses indicate that the eastbound and westbound left-turn movements are projected
to operate at LOS B or better during both peak hours. It is important to note that as part of the
development and in order to provide adequate traffic calming measures, curb extensions will be
provided along the proposed extension of Vicarage Drive at select internal intersections. As such,
no additional geometric or traffic control improvements are necessary in conjunction with the
proposed development.
227
Bronk Parcel Residential Development
Plainfield, Illinois 31
Waterford Boulevard with 127th Street
The results of the capacity analysis indicate that the northbound approach currently operates at
LOS C during the weekday morning and evening peak hours. The westbound left-turn movements
currently operate at LOS A during both the weekday morning and evening peak hours. Under Year
2027 total projected conditions, the northbound approach is projected to continue operating at LOS
C during the weekday morning peak hour and is projected to operate at LOS E during the weekday
evening peak hour. A level of service like this is normal and expected when a local road such as
Waterford Boulevard meets a major collector road such as 127th Street. The westbound left-turn
movement is projected to operate at LOS B during the weekday morning peak hour and at LOS A
during the weekday evening peak hour. As such, the proposed development will have a limited
impact on the operation of this intersection and no roadway or traffic control improvements will
be required.
228
Bronk Parcel Residential Development
Plainfield, Illinois 32
6. Conclusion
Based on the preceding analyses and recommendations, the following conclusions have been
made:
• The traffic that will be generated by the proposed residential development can be
accommodated by the existing area roadway system.
• All of the signalized intersections within the study area have sufficient reserve capacity to
accommodate the background growth and the traffic estimated to be generated by the
proposed development.
• The proposed access system in conjunction with the proposed connections to the adjacent
neighborhoods will be adequate in accommodating the traffic estimated to be generated by
the proposed development and will ensure efficient and flexible access is provided for the
proposed development and the neighborhoods.
• Outbound movements from, the proposed access roads are projected to operate at
acceptable levels of service and the projected traffic volumes will not warrant a traffic
signal during the peak hours at any of the access roads.
• When the total projected traffic volumes at the proposed access roads are compared to the
turn lane warrant guidelines published in the IDOT BDE Manual, an exclusive left-turn
lane and an exclusive right-turn lane are warranted on 127th Street at its intersection with
the proposed access road.
• Curb extensions at select intersections along the proposed extension of Vicarage Drive will
be provided as traffic control measures.
229
Appendix
Traffic Count Summary Sheets
Site Plan
CMAP 2050 Projections Letter
Level of Service Criteria
Capacity Analysis Summary Sheets
230
Traffic Count Summary Sheets
231
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- W 127th St QC JOB #: QC JOB #: 15572821
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
170 335
24 101 45
388 65 32 393
341 0.800.80 296
464 58 65 493
68 238 107
224 413
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:40 AM -- 7:55 AMPeak 15-Min: 7:40 AM -- 7:55 AM
11.2 4.8
0 6.9 26.7
5.4 6.2 6.3 5.1
2.3 6.1
2.6 0 0 4.7
4.4 4.2 2.8
3.1 3.9
0
0 2
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
5-Min Count5-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 3 17 6 0 3 10 2 0 3 41 6 0 2 11 4 0 108
7:05 AM 5 23 11 0 3 12 2 0 4 32 9 0 4 12 5 0 122
7:10 AM 6 14 6 0 3 2 0 0 6 23 2 0 4 12 4 0 82
7:15 AM 2 15 9 0 3 4 0 0 3 23 6 0 6 8 1 0 80
7:20 AM 5 17 9 0 1 1 1 0 4 28 4 0 3 17 2 0 92
7:25 AM 3 18 9 0 1 6 1 0 4 20 5 0 2 19 1 0 89
7:30 AM 7 21 12 0 3 6 1 0 11 21 6 0 5 27 1 0 121
7:35 AM 1 24 9 0 0 6 0 0 8 13 3 0 7 22 2 0 95
7:40 AM 6 30 13 0 2 5 2 0 12 34 4 0 7 20 4 0 139
7:45 AM 6 31 14 0 4 11 5 0 7 33 6 0 9 27 4 0 157
7:50 AM 7 24 8 0 13 16 8 0 6 37 5 0 9 21 1 0 155
7:55 AM 8 21 8 0 3 14 1 0 9 24 8 0 9 27 6 0 138 1378
8:00 AM 11 19 6 0 2 4 1 0 2 43 2 0 4 25 6 0 125 1395
8:05 AM 3 12 11 0 3 5 1 0 2 26 2 0 3 35 1 0 104 1377
8:10 AM 5 11 10 0 5 11 3 0 0 34 7 0 4 27 1 0 118 1413
8:15 AM 2 23 11 0 3 6 0 0 0 27 1 0 3 20 1 0 97 1430
8:20 AM 4 16 4 0 3 4 0 0 2 23 8 0 4 21 3 0 92 1430
8:25 AM 8 6 1 0 4 13 2 0 6 26 6 0 1 24 2 0 99 1440
8:30 AM 5 12 5 0 0 6 1 0 1 33 10 0 4 17 3 0 97 1416
8:35 AM 7 11 10 0 2 6 3 0 5 25 8 0 3 22 3 0 105 1426
8:40 AM 6 20 5 0 6 9 0 0 1 17 7 0 7 27 9 0 114 1401
8:45 AM 9 11 11 0 4 9 0 0 5 18 7 0 6 23 3 0 106 1350
8:50 AM 6 23 11 0 2 9 1 0 2 32 10 0 4 18 4 0 122 1317
8:55 AM 7 16 13 0 3 8 2 0 3 34 3 0 8 19 4 0 120 1299
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 76 340 140 0 76 128 60 0 100 416 60 0 100 272 36 0 1804
Heavy Trucks 0 24 4 36 12 0 0 8 0 0 16 4 104
Buses
Pedestrians 0 0 0 4 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 11:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 232
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 30 -- W 127th St QC JOB #: QC JOB #: 15572823
CITY/STATE: CITY/STATE: Will, IL DATE: DATE: Tue, Sep 21 2021
339 411
1 297 41
162 4 72 275
350 0.940.94 160
374 20 43 528
1 335 137
360 473
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:40 AM -- 7:55 AMPeak 15-Min: 7:40 AM -- 7:55 AM
13.6 6.8
100 14.5 4.9
8 0 4.2 5.8
1.1 7.5
1.6 10 2.3 1.1
0 7.5 0
12.8 5.3
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
5-Min Count5-Min CountPeriod Period Beginning AtBeginning At
US 30 US 30
(Northbound)(Northbound)
US 30 US 30
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 35 9 0 2 31 0 0 0 15 0 0 8 10 3 0 113
7:05 AM 0 19 5 0 3 17 0 0 4 19 0 0 8 14 2 0 91
7:10 AM 0 28 7 0 0 22 0 0 0 30 1 0 1 6 5 0 100
7:15 AM 0 35 8 0 2 38 0 0 0 19 0 0 0 8 3 0 113
7:20 AM 0 33 8 0 0 22 0 0 0 24 2 0 5 5 4 0 103
7:25 AM 0 33 9 0 1 25 0 0 0 25 1 0 2 13 7 0 116
7:30 AM 0 27 12 0 1 34 0 0 0 30 3 0 4 11 6 0 128
7:35 AM 0 36 6 0 6 30 0 0 0 17 1 0 4 10 3 0 113
7:40 AM 1 36 16 0 2 17 1 0 0 33 0 0 4 17 8 0 135
7:45 AM 0 33 14 0 7 36 0 0 1 31 1 0 1 9 7 0 140
7:50 AM 0 10 16 0 0 12 0 0 0 43 3 0 4 21 6 0 115
7:55 AM 0 31 12 0 7 28 0 0 0 28 0 0 2 16 7 0 131 1398
8:00 AM 0 26 13 0 2 26 0 0 0 32 1 0 4 15 4 0 123 1408
8:05 AM 0 32 7 0 5 20 0 0 1 26 0 0 4 11 9 0 115 1432
8:10 AM 0 21 12 0 2 20 0 0 1 36 2 0 2 13 10 0 119 1451
8:15 AM 0 33 9 0 1 37 0 0 0 25 8 0 2 12 7 0 134 1472
8:20 AM 0 21 8 0 6 19 0 0 0 24 1 0 8 6 2 0 95 1464
8:25 AM 0 29 12 0 2 18 0 0 1 25 0 0 4 19 3 0 113 1461
8:30 AM 1 8 4 0 6 25 1 0 2 20 2 0 1 16 4 0 90 1423
8:35 AM 1 21 11 0 2 24 0 0 0 26 3 0 4 10 8 0 110 1420
8:40 AM 1 29 5 0 0 27 0 0 0 19 11 0 4 17 4 0 117 1402
8:45 AM 2 26 10 0 5 21 0 0 0 18 8 0 7 19 4 0 120 1382
8:50 AM 1 22 11 0 3 13 0 0 0 36 10 0 1 20 5 0 122 1389
8:55 AM 4 26 7 0 7 17 0 0 0 33 2 0 3 13 1 0 113 1371
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 4 316 184 0 36 260 4 0 4 428 16 0 36 188 84 0 1560
Heavy Trucks 0 12 0 4 36 4 0 8 4 0 12 4 84
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 11:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 233
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- Norwood Dr QC JOB #: QC JOB #: 15572827
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
224 394
59 158 7
84 48 19 30
2 0.750.75 8
58 8 3 14
17 327 5
169 349
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
2.7 2.8
0 3.8 0
3.6 0 0 10
0 37.5
0 0 0 7.1
0 3.4 20
3.6 3.4
4
0 2
0
0 0 0
0 0
0 6
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
5-Min Count5-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
Norwood DrNorwood Dr
(Eastbound)(Eastbound)
Norwood DrNorwood Dr
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 20 1 0 0 14 3 0 3 0 0 0 0 0 0 0 41
7:05 AM 0 31 0 0 2 15 5 0 4 0 2 0 0 0 1 0 60
7:10 AM 0 17 0 0 0 8 3 0 7 0 2 0 1 0 1 0 39
7:15 AM 0 25 0 0 0 13 3 0 1 0 0 0 0 0 2 0 44
7:20 AM 1 24 0 0 0 5 0 0 2 1 2 0 0 0 1 0 36
7:25 AM 1 33 2 0 0 11 1 0 1 0 0 0 0 0 1 0 50
7:30 AM 0 26 0 0 2 13 1 0 3 0 1 0 1 0 2 0 49
7:35 AM 0 27 0 0 0 16 4 0 6 0 0 0 1 2 5 0 61
7:40 AM 2 36 0 0 0 8 5 0 2 0 0 0 0 0 3 0 56
7:45 AM 2 44 1 0 1 18 4 0 11 0 1 0 0 0 1 0 83
7:50 AM 1 28 1 0 0 22 11 0 4 0 1 0 0 1 1 0 70
7:55 AM 4 25 0 0 2 20 9 0 5 1 0 0 0 0 2 0 68 657
8:00 AM 2 31 1 0 0 7 2 0 4 0 1 0 0 1 1 0 50 666
8:05 AM 2 24 0 0 0 9 2 0 0 0 1 0 0 0 0 0 38 644
8:10 AM 1 19 1 0 1 17 1 0 5 0 1 0 0 1 3 0 50 655
8:15 AM 0 34 1 0 0 8 3 0 3 0 1 0 0 1 0 0 51 662
8:20 AM 3 21 0 0 1 13 6 0 1 1 0 0 1 2 0 0 49 675
8:25 AM 0 12 0 0 0 7 11 0 4 0 1 0 0 0 1 0 36 661
8:30 AM 1 23 1 0 0 15 11 0 3 1 1 0 0 4 2 0 62 674
8:35 AM 1 14 0 0 0 6 10 0 1 0 0 0 0 4 0 0 36 649
8:40 AM 2 36 1 0 0 17 14 0 2 1 0 0 0 8 2 0 83 676
8:45 AM 2 34 3 0 0 14 12 0 3 1 0 0 0 3 0 0 72 665
8:50 AM 4 26 3 0 1 9 12 0 5 0 4 0 0 2 3 0 69 664
8:55 AM 3 23 1 0 0 11 8 0 12 5 5 0 0 3 2 0 73 669
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 28 388 8 0 12 240 96 0 80 4 8 0 0 4 16 0 884
Heavy Trucks 0 12 0 0 12 0 0 0 0 0 4 0 28
Buses
Pedestrians 0 0 0 4 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 11:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 234
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- 135th St QC JOB #: QC JOB #: 15572829
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
188 342
35 104 49
263 66 48 300
347 0.850.85 209
425 12 43 464
19 228 68
159 315
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:40 AM -- 7:55 AMPeak 15-Min: 7:40 AM -- 7:55 AM
4.3 4.4
5.7 5.8 0
4.6 7.6 2.1 3.7
2 4.8
2.8 0 0 1.9
0 3.9 2.9
3.8 3.5
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
5-Min Count5-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
135th St135th St
(Eastbound)(Eastbound)
135th St135th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 3 22 2 0 6 10 4 0 3 26 2 0 2 11 3 0 94
7:05 AM 2 14 8 0 2 13 3 0 5 47 0 0 3 17 7 0 121
7:10 AM 1 18 4 0 2 12 1 0 4 44 0 0 4 10 1 0 101
7:15 AM 0 18 2 0 2 11 0 0 5 26 1 0 2 16 0 0 83
7:20 AM 0 13 3 0 3 5 1 0 2 45 1 0 1 19 4 0 97
7:25 AM 0 27 6 0 4 7 2 0 6 26 2 0 1 16 7 0 104
7:30 AM 3 14 7 0 5 9 4 0 6 23 0 0 6 12 5 0 94
7:35 AM 1 23 7 0 3 11 4 0 3 15 0 0 4 16 2 0 89
7:40 AM 3 31 12 0 3 8 1 0 12 38 2 0 1 18 3 0 132
7:45 AM 0 23 9 0 10 11 0 0 13 35 0 0 1 16 4 0 122
7:50 AM 0 16 3 0 2 14 7 0 7 30 2 0 4 17 6 0 108
7:55 AM 0 19 2 0 5 14 4 0 1 39 2 0 2 26 3 0 117 1262
8:00 AM 2 19 3 0 2 4 3 0 6 30 0 0 6 21 8 0 104 1272
8:05 AM 2 19 5 0 5 4 3 0 3 22 1 0 2 18 4 0 88 1239
8:10 AM 2 12 7 0 6 8 5 0 8 28 0 0 5 23 5 0 109 1247
8:15 AM 4 27 5 0 2 4 3 0 4 32 0 0 1 11 2 0 95 1259
8:20 AM 1 13 4 0 4 9 1 0 1 28 3 0 5 13 3 0 85 1247
8:25 AM 1 12 4 0 2 8 0 0 2 27 2 0 6 18 3 0 85 1228
8:30 AM 0 19 4 0 5 12 2 0 2 33 1 0 4 20 5 0 107 1241
8:35 AM 3 14 1 0 2 0 4 0 6 24 0 0 5 23 4 0 86 1238
8:40 AM 2 19 5 0 2 10 5 0 6 38 3 0 3 15 6 0 114 1220
8:45 AM 2 24 7 0 2 8 4 0 9 20 2 0 1 12 2 0 93 1191
8:50 AM 1 12 2 0 9 9 3 0 4 32 0 0 2 18 4 0 96 1179
8:55 AM 1 14 8 0 10 13 2 0 6 38 2 0 6 20 2 0 122 1184
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 12 280 96 0 60 132 32 0 128 412 16 0 24 204 52 0 1448
Heavy Trucks 0 12 0 0 12 4 4 4 0 0 4 0 40
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 11:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 235
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 30 -- 135th St QC JOB #: QC JOB #: 15572833
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
364 476
13 295 56
215 51 48 259
256 0.910.91 133
418 111 78 420
69 377 108
484 554
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:40 AM -- 7:55 AMPeak 15-Min: 7:40 AM -- 7:55 AM
14 9
7.7 16.6 1.8
5.6 0 0 3.9
1.6 6
1.9 3.6 2.6 2.1
4.3 11.4 3.7
11.4 9
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
5-Min Count5-Min CountPeriod Period Beginning AtBeginning At
US 30 US 30
(Northbound)(Northbound)
US 30 US 30
(Southbound)(Southbound)
135th St135th St
(Eastbound)(Eastbound)
135th St135th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 3 33 6 0 6 13 2 0 5 29 3 0 2 17 3 0 122
7:05 AM 1 25 7 0 5 41 3 0 4 31 14 0 9 2 3 0 145
7:10 AM 1 27 6 0 3 16 0 0 5 33 13 0 3 11 6 0 124
7:15 AM 2 37 8 0 2 32 0 0 2 22 8 0 2 5 3 0 123
7:20 AM 3 35 3 0 4 30 4 0 2 31 11 0 6 10 4 0 143
7:25 AM 2 33 7 0 5 18 0 0 3 22 15 0 10 9 3 0 127
7:30 AM 4 32 13 0 6 35 1 0 6 12 13 0 6 10 6 0 144
7:35 AM 2 40 12 0 4 25 0 0 6 16 14 0 1 5 1 0 126
7:40 AM 4 47 12 0 5 31 2 0 5 24 8 0 10 8 8 0 164
7:45 AM 7 30 5 0 3 7 0 0 3 31 16 0 1 14 4 0 121
7:50 AM 4 31 8 0 4 34 3 0 7 23 7 0 13 11 6 0 151
7:55 AM 16 29 8 0 4 28 1 0 3 32 12 0 6 11 4 0 154 1644
8:00 AM 4 22 13 0 3 15 0 0 5 18 5 0 13 13 3 0 114 1636
8:05 AM 7 30 3 0 6 21 1 0 1 18 8 0 6 14 5 0 120 1611
8:10 AM 3 27 10 0 2 16 4 0 6 29 8 0 8 18 7 0 138 1625
8:15 AM 5 31 7 0 9 37 0 0 4 20 4 0 7 10 2 0 136 1638
8:20 AM 4 28 9 0 3 18 0 0 3 17 7 0 6 5 1 0 101 1596
8:25 AM 9 30 8 0 7 28 1 0 2 16 9 0 1 14 1 0 126 1595
8:30 AM 3 21 9 0 2 18 1 0 1 20 7 0 6 15 2 0 105 1556
8:35 AM 5 21 7 0 2 25 3 0 5 23 10 0 6 11 4 0 122 1552
8:40 AM 3 38 9 0 3 22 5 0 4 24 9 0 7 14 4 0 142 1530
8:45 AM 8 28 10 0 5 36 11 0 5 12 5 0 6 7 1 0 134 1543
8:50 AM 10 34 8 0 3 12 6 0 0 11 5 0 6 12 6 0 113 1505
8:55 AM 6 20 21 0 2 21 4 0 3 25 5 0 6 11 9 0 133 1484
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 60 432 100 0 48 288 20 0 60 312 124 0 96 132 72 0 1744
Heavy Trucks 0 28 0 0 44 0 0 8 0 4 4 0 88
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 11:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 236
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Waterford Blvd -- W 127th St QC JOB #: QC JOB #: 15572835
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
0 0
0 0 0
4 0 0 23
0 0.750.75 0
2 2 23 37
4 0 37
25 41
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
0 0
0 0 0
0 0 0 13
0 0
0 0 13 5.4
0 0 5.4
12 4.9
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Waterford Blvd Waterford Blvd
(Northbound)(Northbound)
Waterford Blvd Waterford Blvd
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 1 0 6 0 0 0 0 0 0 0 0 0 2 0 0 0 9
7:15 AM 2 0 7 0 0 0 0 0 0 0 0 0 2 0 0 0 11
7:30 AM 1 0 13 0 0 0 0 0 0 0 2 0 6 0 0 0 22
7:45 AM 3 0 13 0 0 0 0 0 0 0 0 0 6 0 0 0 22 64
8:00 AM 0 0 7 0 0 0 0 0 0 0 0 0 5 0 0 0 12 67
8:15 AM 0 0 4 0 0 0 0 0 0 0 0 0 6 0 0 0 10 66
8:30 AM 1 0 17 0 0 0 0 0 0 0 1 0 3 0 0 0 22 66
8:45 AM 1 0 12 0 0 0 0 0 0 0 3 0 4 0 0 0 20 64
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 4 0 52 0 0 0 0 0 0 0 8 0 24 0 0 0 88
Heavy Trucks 0 0 8 0 0 0 0 0 0 8 0 0 16
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:12 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 237
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: 248th Ave -- W 127th St QC JOB #: QC JOB #: 15572837
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
215 294
84 0 131
84 191 103 103
0 0.830.83 0
191 0 0 131
0 0 0
0 0
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
5.1 3.1
7.1 0 3.8
7.1 1 6.8 6.8
0 0
1 0 0 3.8
0 0 0
0 0
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
248th Ave 248th Ave
(Northbound)(Northbound)
248th Ave 248th Ave
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 0 0 0 50 0 30 0 29 0 0 0 0 0 18 0 127
7:15 AM 0 0 0 0 26 0 14 0 29 0 0 0 0 0 16 0 85
7:30 AM 0 0 0 0 32 0 21 0 40 0 0 0 0 0 17 0 110
7:45 AM 0 0 0 0 36 0 19 0 63 0 0 0 0 0 36 0 154 476
8:00 AM 0 0 0 0 33 0 16 0 50 0 0 0 0 0 28 0 127 476
8:15 AM 0 0 0 0 30 0 28 0 38 0 0 0 0 0 22 0 118 509
8:30 AM 0 0 0 0 31 0 18 0 35 0 0 0 0 0 17 0 101 500
8:45 AM 0 0 0 0 32 0 15 0 30 0 0 0 0 0 18 0 95 441
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 144 0 76 0 252 0 0 0 0 0 144 0 616
Heavy Trucks 0 0 0 0 0 4 4 0 0 0 0 0 8
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:12 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 238
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Edward Elmhurst Health Access Dr -- W 127th St QC JOB #: QC JOB #: 15572839
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
38 132
14 0 24
14 58 74 74
0 0.670.67 0
58 0 0 24
0 0 0
0 0
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 8:15 AM -- 8:30 AMPeak 15-Min: 8:15 AM -- 8:30 AM
0 0
0 0 0
0 0 0 0
0 0
0 0 0 0
0 0 0
0 0
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Edward Elmhurst HealthEdward Elmhurst Health
Access Dr Access Dr
(Northbound)(Northbound)
Edward Elmhurst HealthEdward Elmhurst Health
Access Dr Access Dr
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals
LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU
7:00 AM 0 0 0 0 5 0 2 0 6 0 0 0 0 0 7 0 20
7:15 AM 0 0 0 0 2 0 4 0 5 0 0 0 0 0 10 0 21
7:30 AM 0 0 0 0 4 0 3 0 10 0 0 0 0 0 16 0 33
7:45 AM 0 0 0 0 3 0 1 0 9 0 0 0 0 0 14 0 27 101
8:00 AM 0 0 0 0 4 0 3 0 17 0 0 0 0 0 23 0 47 128
8:15 AM 0 0 0 0 13 0 7 0 22 0 0 0 0 0 21 0 63 170
8:30 AM 0 0 0 0 7 0 4 0 22 0 0 0 0 0 18 0 51 188
8:45 AM 0 0 0 0 10 0 7 0 20 0 0 0 0 0 19 0 56 217
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 52 0 28 0 88 0 0 0 0 0 84 0 252
Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:12 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 239
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Vicarage Dr -- 135th St QC JOB #: QC JOB #: 15572843
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
59 37
19 0 40
23 25 12 18
0 0.880.88 0
29 4 6 53
4 0 13
10 17
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
6.8 8.1
10.5 0 5
8.7 12 0 0
0 0
13.8 25 0 7.5
0 0 15.4
10 11.8
2
0 4
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Vicarage Dr Vicarage Dr
(Northbound)(Northbound)
Vicarage Dr Vicarage Dr
(Southbound)(Southbound)
135th St135th St
(Eastbound)(Eastbound)
135th St135th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 0 2 0 6 0 1 0 3 0 0 0 1 0 2 0 15
7:15 AM 0 0 2 0 8 0 2 0 1 0 1 0 0 0 3 0 17
7:30 AM 1 0 2 0 12 0 7 0 5 0 2 0 0 0 6 0 35
7:45 AM 0 0 2 0 9 0 5 0 8 0 0 0 5 0 3 0 32 99
8:00 AM 1 0 7 0 4 0 5 0 5 0 2 0 0 0 2 0 26 110
8:15 AM 2 0 2 0 15 0 2 0 7 0 0 0 1 0 1 0 30 123
8:30 AM 0 0 1 0 2 0 2 0 7 0 1 0 2 0 5 0 20 108
8:45 AM 0 0 8 0 28 0 12 0 4 0 0 0 2 0 4 0 58 134
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 4 0 8 0 48 0 28 0 20 0 8 0 0 0 24 0 140
Heavy Trucks 0 0 4 4 0 4 8 0 4 0 0 0 24
Buses
Pedestrians 0 4 0 0 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:12 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 240
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- Hamilton Ln QC JOB #: QC JOB #: 15572849
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
11 18
0 0 11
0 0 18 30
0 0.900.90 0
0 0 12 17
0 0 6
12 6
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
0 16.7
0 0 0
0 0 16.7 10
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 1 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
Hamilton LnHamilton Ln
(Eastbound)(Eastbound)
Hamilton LnHamilton Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 0 3 0 3 0 0 0 0 0 0 0 2 0 5 0 13
7:15 AM 0 0 1 0 2 0 0 0 0 0 0 0 1 0 7 0 11
7:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 2 0 10 0 13
7:45 AM 0 0 1 0 5 0 0 0 0 0 0 0 2 0 5 0 13 50
8:00 AM 0 0 2 0 3 0 0 0 0 0 0 0 1 0 2 0 8 45
8:15 AM 0 0 3 0 2 0 0 0 0 0 0 0 7 0 1 0 13 47
8:30 AM 0 0 0 0 2 0 0 0 0 0 0 0 14 0 5 0 21 55
8:45 AM 0 0 8 0 3 0 0 0 0 0 0 0 9 0 6 0 26 68
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 4 0 0 0 0 0 0 0 8 0 40 0 52
Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 8 8
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4
Scooters
Comments:
Report generated on 10/21/2021 12:12 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 241
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- W 127th St QC JOB #: QC JOB #: 15572822
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
398 280
50 271 77
672 44 50 740
438 0.940.94 522
640 158 168 652
99 187 137
597 423
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
0.5 0.7
0 0.7 0
0.3 2.3 0 0.4
0.7 0.4
0.6 0 0.6 0.5
0 0.5 0
0.5 0.2
1
0 1
0
0 1 1
0 0
0 0
0 0
0 1 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 19 56 31 0 18 57 6 0 15 118 49 0 34 125 12 0 540
4:15 PM 24 45 30 0 23 76 11 0 9 92 28 0 33 106 10 0 487
4:30 PM 16 45 43 0 16 70 5 0 6 102 47 0 42 149 13 0 554
4:45 PM 30 47 24 0 14 45 10 0 9 101 45 0 40 117 13 0 495 2076
5:00 PM 26 41 35 0 15 74 13 0 15 120 66 0 36 140 7 0 588 2124
5:15 PM 22 49 24 0 19 86 9 0 9 106 38 0 39 127 13 0 541 2178
5:30 PM 28 55 44 0 22 63 10 0 10 97 30 1 45 113 13 0 531 2155
5:45 PM 23 42 34 0 21 48 18 0 9 115 24 0 48 142 17 0 541 2201
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 104 164 140 0 60 296 52 0 60 480 264 0 144 560 28 0 2352
Heavy Trucks 0 0 0 0 4 0 0 8 0 0 8 0 20
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 4 0 0 4 0 0 0 0 0 0 0 8
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 242
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 30 -- W 127th St QC JOB #: QC JOB #: 15572824
CITY/STATE: CITY/STATE: Will, IL DATE: DATE: Tue, Sep 21 2021
519 436
8 416 95
503 11 86 706
284 0.930.93 467
348 53 153 489
28 339 110
622 477
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:30 PM -- 5:45 PMPeak 15-Min: 5:30 PM -- 5:45 PM
4 6.4
0 5 0
0.4 0 1.2 0.7
1.1 0.4
1.1 1.9 1.3 0.6
0 8 0
3.9 5.7
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 30 US 30
(Northbound)(Northbound)
US 30 US 30
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 5 98 32 0 26 127 2 0 5 77 8 0 40 100 16 0 536
4:15 PM 5 77 28 0 15 102 0 0 3 65 10 0 37 117 18 0 477
4:30 PM 5 101 31 0 31 93 0 0 5 62 8 0 32 119 16 0 503
4:45 PM 5 97 41 0 24 107 1 0 3 67 4 0 30 100 20 0 499 2015
5:00 PM 8 72 29 0 31 89 4 0 1 70 8 0 53 112 29 0 506 1985
5:15 PM 10 95 31 0 18 100 0 0 4 81 11 0 30 118 27 0 525 2033
5:30 PM 3 103 22 0 27 126 3 0 2 72 26 0 36 116 16 0 552 2082
5:45 PM 7 69 28 0 19 101 1 0 4 61 8 0 34 121 14 0 467 2050
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 12 412 88 0 108 504 12 0 8 288 104 0 144 464 64 0 2208
Heavy Trucks 0 36 0 0 12 0 0 0 4 0 0 0 52
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 243
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- Norwood Dr QC JOB #: QC JOB #: 15572828
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
582 398
73 492 17
98 44 15 38
5 0.940.94 9
69 20 14 34
16 339 11
525 366
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
0.3 0
0 0.4 0
0 0 0 0
0 0
0 0 0 0
0 0 0
0.4 0
1
1 1
0
1 0 0
0 0
0 3
1 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
Norwood DrNorwood Dr
(Eastbound)(Eastbound)
Norwood DrNorwood Dr
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 2 89 3 0 1 109 20 0 11 0 5 0 1 1 2 0 244
4:15 PM 4 72 3 0 5 122 9 0 18 0 7 0 1 0 2 0 243
4:30 PM 3 81 2 0 6 130 12 0 15 2 2 0 3 2 5 0 263
4:45 PM 3 95 3 0 5 110 18 0 9 0 1 0 4 0 2 0 250 1000
5:00 PM 2 92 2 0 5 140 21 0 8 0 6 0 2 1 2 0 281 1037
5:15 PM 5 61 3 0 2 130 24 0 10 3 3 0 3 5 4 0 253 1047
5:30 PM 7 101 3 0 5 115 12 0 13 1 7 0 6 3 6 1 280 1064
5:45 PM 2 85 3 0 5 107 16 0 13 1 4 0 2 0 3 0 241 1055
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 8 368 8 0 20 560 84 0 32 0 24 0 8 4 8 0 1124
Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 4 0 0 0 0 4 0 8
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 244
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- 135th St QC JOB #: QC JOB #: 15572830
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
532 399
117 326 89
750 52 96 789
350 0.920.92 595
432 30 98 513
39 251 74
455 364
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:30 PM -- 5:45 PMPeak 15-Min: 5:30 PM -- 5:45 PM
0.4 0
0 0.6 0
0.3 0 0 0.3
2.6 0.3
2.1 0 0 1.9
0 0 1.4
0.4 0.3
0
0 0
1
0 1 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
135th St135th St
(Eastbound)(Eastbound)
135th St135th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 8 58 29 0 25 77 21 0 19 99 7 0 26 115 20 0 504
4:15 PM 5 49 16 0 14 95 21 0 15 79 11 0 29 150 27 0 511
4:30 PM 8 50 17 0 21 93 28 0 21 80 5 0 27 139 26 0 515
4:45 PM 7 47 11 0 29 77 15 1 21 90 7 0 39 131 32 0 507 2037
5:00 PM 8 66 11 0 34 92 28 0 15 79 5 0 18 134 29 0 519 2052
5:15 PM 6 48 17 1 19 83 26 0 12 84 4 0 30 163 15 0 508 2049
5:30 PM 14 72 24 0 17 83 32 0 14 98 12 0 28 154 27 0 575 2109
5:45 PM 10 65 22 0 19 68 31 0 11 89 9 0 22 144 25 0 515 2117
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 56 288 96 0 68 332 128 0 56 392 48 0 112 616 108 0 2300
Heavy Trucks 0 0 4 0 0 0 0 4 0 0 4 0 12
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 245
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 30 -- 135th St QC JOB #: QC JOB #: 15572834
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
622 483
47 501 74
638 44 95 735
256 0.920.92 458
426 126 182 421
133 344 91
809 568
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:30 PM -- 5:45 PMPeak 15-Min: 5:30 PM -- 5:45 PM
3.9 5.8
2.1 4.2 2.7
0.3 0 2.1 0.3
1.6 0
0.9 0 0 1.9
0.8 7.6 2.2
2.6 5.1
0
0 0
0
0 0 0
0 0
1 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 30 US 30
(Northbound)(Northbound)
US 30 US 30
(Southbound)(Southbound)
135th St135th St
(Eastbound)(Eastbound)
135th St135th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 29 104 34 0 13 125 9 0 12 72 35 0 24 96 16 0 569
4:15 PM 30 76 26 0 13 135 7 0 19 65 40 0 44 105 16 0 576
4:30 PM 35 104 21 0 13 113 7 0 12 73 37 0 48 108 26 0 597
4:45 PM 43 90 31 0 19 119 10 0 18 66 33 0 42 80 20 0 571 2313
5:00 PM 24 84 17 0 15 122 14 0 7 66 30 0 46 103 20 0 548 2292
5:15 PM 42 93 24 0 15 104 10 0 12 63 34 0 44 119 26 0 586 2302
5:30 PM 30 97 31 0 24 155 12 0 10 64 25 0 47 108 34 0 637 2342
5:45 PM 37 70 19 0 20 120 11 0 15 63 37 0 45 128 15 0 580 2351
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 120 388 124 0 96 620 48 0 40 256 100 0 188 432 136 0 2548
Heavy Trucks 4 32 4 0 8 0 0 0 0 0 0 4 52
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 246
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Waterford Blvd -- W 127th St QC JOB #: QC JOB #: 15572836
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
0 0
0 0 0
9 0 0 44
0 0.690.69 0
12 12 44 37
9 0 37
56 46
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:30 PM -- 5:45 PMPeak 15-Min: 5:30 PM -- 5:45 PM
0 0
0 0 0
0 0 0 0
0 0
0 0 0 2.7
0 0 2.7
0 2.2
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Waterford Blvd Waterford Blvd
(Northbound)(Northbound)
Waterford Blvd Waterford Blvd
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 2 0 6 0 0 0 0 0 0 0 5 0 10 0 0 0 23
4:15 PM 5 0 10 0 0 0 0 0 0 0 3 0 7 0 0 0 25
4:30 PM 0 0 5 0 0 0 0 0 0 0 3 0 10 0 0 0 18
4:45 PM 2 0 6 0 0 0 0 0 0 0 4 0 9 0 0 0 21 87
5:00 PM 3 0 8 0 0 0 0 0 0 0 2 0 12 0 0 0 25 89
5:15 PM 2 0 9 0 0 0 0 0 0 0 2 0 11 0 0 0 24 88
5:30 PM 4 0 11 0 0 0 0 0 0 0 7 0 15 0 0 0 37 107
5:45 PM 0 0 9 0 0 0 0 0 0 0 1 0 6 0 0 0 16 102
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 16 0 44 0 0 0 0 0 0 0 28 0 60 0 0 0 148
Heavy Trucks 0 0 4 0 0 0 0 0 0 0 0 0 4
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 247
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: 248th Ave -- W 127th St QC JOB #: QC JOB #: 15572838
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
466 347
242 0 224
242 151 196 196
0 0.850.85 0
151 0 0 224
0 0 0
0 0
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
0.4 0
0.8 0 0
0.8 0 0 0
0 0
0 0 0 0
0 0 0
0 0
1
1 0
0
0 0 1
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
248th Ave 248th Ave
(Northbound)(Northbound)
248th Ave 248th Ave
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 0 0 0 0 70 0 74 0 40 0 0 0 0 0 39 0 223
4:15 PM 0 0 0 0 46 0 49 0 40 0 0 0 0 0 42 0 177
4:30 PM 0 0 0 0 50 0 53 0 33 0 0 0 0 0 46 0 182
4:45 PM 0 0 0 0 60 0 67 0 47 0 0 0 0 0 59 0 233 815
5:00 PM 0 0 0 0 73 0 79 0 37 0 0 0 0 0 50 0 239 831
5:15 PM 0 0 0 0 49 0 46 0 36 0 0 0 0 0 51 0 182 836
5:30 PM 0 0 0 0 55 0 62 0 45 0 0 0 0 0 44 0 206 860
5:45 PM 0 0 0 0 47 0 55 0 33 0 0 0 0 0 51 0 186 813
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 292 0 316 0 148 0 0 0 0 0 200 0 956
Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0
Buses
Pedestrians 0 4 4 0 8
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 248
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Edward Elmhurst Health Access Dr -- W 127th St QC JOB #: QC JOB #: 15572840
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
104 49
46 0 58
46 15 34 34
0 0.660.66 0
15 0 0 58
0 0 0
0 0
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
0 0
0 0 0
0 0 0 0
0 0
0 0 0 0
0 0 0
0 0
2
0 0
0
0 0 0
0 0
1 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Edward Elmhurst HealthEdward Elmhurst Health
Access Dr Access Dr
(Northbound)(Northbound)
Edward Elmhurst HealthEdward Elmhurst Health
Access Dr Access Dr
(Southbound)(Southbound)
W 127th StW 127th St
(Eastbound)(Eastbound)
W 127th StW 127th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals
LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU
4:00 PM 0 0 0 0 18 0 16 0 8 0 0 0 0 0 11 0 53
4:15 PM 0 0 0 0 15 0 13 0 6 0 0 0 0 0 6 0 40
4:30 PM 0 0 0 0 29 0 8 0 12 0 0 0 0 0 10 0 59
4:45 PM 0 0 0 0 8 0 14 0 6 0 0 0 0 0 10 0 38 190
5:00 PM 0 0 0 0 26 0 19 0 4 0 0 0 0 0 9 0 58 195
5:15 PM 0 0 0 0 14 0 16 0 5 0 0 0 0 0 7 0 42 197
5:30 PM 0 0 0 0 9 0 6 0 3 0 0 0 0 0 8 0 26 164
5:45 PM 0 0 0 0 9 0 5 0 3 0 0 0 0 0 10 0 27 153
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 104 0 76 0 16 0 0 0 0 0 36 0 232
Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0
Buses
Pedestrians 0 4 0 0 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 249
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Vicarage Dr -- 135th St QC JOB #: QC JOB #: 15572844
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
38 65
24 0 14
30 36 29 52
0 0.940.94 0
40 4 23 36
6 0 22
27 28
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM
5.3 0
8.3 0 0
6.7 0 0 1.9
0 0
0 0 4.3 0
0 0 0
3.7 0
1
0 0
5
0 0 0
1 0
1 3
0 0
0 0 1
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Vicarage Dr Vicarage Dr
(Northbound)(Northbound)
Vicarage Dr Vicarage Dr
(Southbound)(Southbound)
135th St135th St
(Eastbound)(Eastbound)
135th St135th St
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 1 0 3 0 5 0 3 0 5 0 2 0 3 0 7 0 29
4:15 PM 1 0 6 0 7 0 14 0 6 0 1 0 2 0 8 0 45
4:30 PM 1 0 6 0 6 0 4 0 3 0 0 0 5 0 8 0 33
4:45 PM 0 0 6 0 8 0 6 0 6 0 3 0 7 0 11 0 47 154
5:00 PM 1 0 2 0 2 0 8 0 10 0 2 0 4 0 6 0 35 160
5:15 PM 1 0 7 0 4 0 4 0 11 0 1 0 8 0 6 0 42 157
5:30 PM 0 0 7 0 4 0 9 0 9 0 0 0 4 0 7 0 40 164
5:45 PM 4 0 6 0 4 0 3 0 6 0 1 0 7 0 10 0 41 158
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 4 0 28 0 16 0 16 0 44 0 4 0 32 0 24 0 168
Heavy Trucks 0 0 0 0 0 0 0 0 0 4 0 0 4
Buses
Pedestrians 8 0 0 0 8
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 250
Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: S Van Dyke Rd -- Hamilton Ln QC JOB #: QC JOB #: 15572850
CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021
25 29
0 0 25
0 0 29 41
0 0.740.74 0
0 0 12 33
0 0 8
12 8
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
4 3.4
0 0 4
0 0 3.4 2.4
0 0
0 0 0 3
0 0 0
0 0
0
0 3
0
0 1 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
S Van Dyke Rd S Van Dyke Rd
(Northbound)(Northbound)
S Van Dyke Rd S Van Dyke Rd
(Southbound)(Southbound)
Hamilton LnHamilton Ln
(Eastbound)(Eastbound)
Hamilton LnHamilton Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 0 0 2 0 10 0 0 0 0 0 0 0 0 0 5 0 17
4:15 PM 0 0 3 0 6 0 0 0 0 0 0 0 2 0 11 0 22
4:30 PM 0 0 1 0 14 0 0 0 0 0 0 0 6 0 4 0 25
4:45 PM 0 0 3 0 6 0 0 0 0 0 0 0 1 0 3 0 13 77
5:00 PM 0 0 3 0 10 0 0 0 0 0 0 0 2 0 10 0 25 85
5:15 PM 0 0 1 0 7 0 0 0 0 0 0 0 2 0 7 0 17 80
5:30 PM 0 0 0 0 4 0 0 0 0 0 0 0 3 0 9 0 16 71
5:45 PM 0 0 4 0 4 0 0 0 0 0 0 0 5 0 3 0 16 74
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 12 0 40 0 0 0 0 0 0 0 8 0 40 0 100
Heavy Trucks 0 0 0 4 0 0 0 0 0 0 0 0 4
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 4 0 0 0 0 0 0 0 4
Scooters
Comments:
Report generated on 10/21/2021 12:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1 251
Site Plan
252
253
CMAP 2050 Projections Letter
254
October 21, 2021
Javier Millan
Senior Consultant
Kenig, Lindgren, O’Hara and Aboona, Inc.
9575 West Higgins Road
Suite 400
Rosemont, IL 60018
Subject: 127th Street @ Van Dyke Road
IDOT
Dear Mr. Millan:
In response to a request made on your behalf and dated October 20, 2021, we have developed
year 2050 average daily traffic (ADT) projections for the subject location.
ROAD SEGMENT Current ADT Year 2050 ADT
127th St east of Van Dyke Rd 14,100 18,800
127th St east of US 30 10,800 14,500
127th St east of IL 59 9,350 11,200
IL 59 south of 127th St 33,300 37,600
Van Dyke Rd north of 127th St 5,500 8,600
Van Dyke Rd south of 127th St 9,250 13,400
US 30 south of 127th St 20,000 23,700
135th St east of US 30 11,100 18,200
135th St east of Van Dyke Rd 13,500 22,100
Traffic projections are developed using existing ADT data provided in the request letter and the
results from the June 2021 CMAP Travel Demand Analysis. The regional travel model uses
CMAP 2050 socioeconomic projections and assumes the implementation of the ON TO 2050
Comprehensive Regional Plan for the Northeastern Illinois area. The provision of this data in
support of your request does not constitute a CMAP endorsement of the proposed development or
any subsequent developments.
If you have any questions, please call me at (312) 386-8806.
Sincerely,
Jose Rodriguez, PTP, AICP
Senior Planner, Research & Analysis
cc: Rios (IDOT)
2021_CY_TrafficForecast\Plainfield\wi-40-21\wi-40-21.docx
255
Level of Service Criteria
256
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.
257
Capacity Analysis Summary Sheets
258
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 75 392 67 75 340 37 78 266 123 52 115 28
Future Volume (vph) 75 392 67 75 340 37 78 266 123 52 115 28
Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 180 180 250 0 280 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 205 210 190 155
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95
Frt 0.850 0.985 0.953 0.971
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1703 1961 1615 1805 1766 0 1736 3318 0 1421 3318 0
Flt Permitted 0.207 0.190 0.639 0.393
Satd. Flow (perm) 371 1961 1615 361 1766 0 1167 3318 0 588 3318 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 135 8 83 33
Link Speed (mph) 40 35 45 45
Link Distance (ft) 1125 2135 1316 1535
Travel Time (s) 19.2 41.6 19.9 23.3
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles (%) 6% 2% 0% 0% 6% 6% 4% 4% 3% 27% 7% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 94 490 84 94 471 0 98 487 0 65 179 0
Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 2 6
Detector Phase 74438 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 10.6 39.2 39.2 10.4 39.0 10.4 23.9 11.5 25.0
Total Split (%) 12.5% 46.1% 46.1% 12.2% 45.9% 12.2% 28.1% 13.5% 29.4%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max
Act Effct Green (s) 32.5 27.7 27.7 32.2 27.5 36.4 30.4 36.4 30.3
Actuated g/C Ratio 0.38 0.33 0.33 0.38 0.32 0.43 0.36 0.43 0.36
v/c Ratio 0.40 0.77 0.14 0.40 0.82 0.18 0.39 0.20 0.15
Control Delay 17.5 33.8 1.4 17.5 37.5 14.5 16.8 17.9 19.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.5 33.8 1.4 17.5 37.5 14.5 16.8 17.9 19.4
LOS B C A B D B B B B
Approach Delay 27.4 34.2 16.4 19.0
Approach LOS C C B B
Queue Length 50th (ft) 28 231 0 28 223 25 58 20 30
Queue Length 95th (ft) 41 255 3 41 251 m47 99 44 51
259
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1045 2055 1236 1455
Turn Bay Length (ft) 180 180 250 280 145
Base Capacity (vph) 237 800 739 237 721 548 1238 326 1205
Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.40 0.61 0.11 0.40 0.65 0.18 0.39 0.20 0.15
Intersection Summary
Area Type: Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 25.2 Intersection LOS: C
Intersection Capacity Utilization 54.8% ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Van Dyke Road & 127th Street
260
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 76 399 14 49 240 55 22 262 78 56 120 40
Future Volume (vph) 76 399 14 49 240 55 22 262 78 56 120 40
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Storage Length (ft) 155 0 190 0 250 0 145 0
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 145 110 150 220
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.995 0.972 0.965 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1671 1855 0 1805 1768 0 1805 1767 0 1805 1887 1524
Flt Permitted 0.316 0.165 0.667 0.329
Satd. Flow (perm) 556 1855 0 314 1768 0 1267 1767 0 625 1887 1524
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 2 14 19 135
Link Speed (mph) 35 35 45 45
Link Distance (ft) 883 1887 980 2247
Travel Time (s) 17.2 36.8 14.8 34.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Heavy Vehicles (%) 8% 2% 0% 0% 5% 2% 0% 4% 3% 0% 6% 6%
Shared Lane Traffic (%)
Lane Group Flow (vph) 89 485 0 58 347 0 26 400 0 66 141 47
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 48266
Detector Phase 7 4 3 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 22.5
Total Split (s) 11.0 33.0 9.6 31.6 9.6 32.6 9.8 32.8 32.8
Total Split (%) 12.9% 38.8% 11.3% 37.2% 11.3% 38.4% 11.5% 38.6% 38.6%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max C-Max
Act Effct Green (s) 30.9 25.7 28.7 24.6 38.8 34.4 40.9 38.8 38.8
Actuated g/C Ratio 0.36 0.30 0.34 0.29 0.46 0.40 0.48 0.46 0.46
v/c Ratio 0.31 0.86 0.30 0.67 0.04 0.55 0.17 0.16 0.06
Control Delay 17.6 44.2 18.1 32.0 13.5 24.8 11.5 14.0 0.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.6 44.2 18.1 32.0 13.5 24.8 11.5 14.0 0.6
LOS BD BC BC BBA
Approach Delay 40.1 30.0 24.1 10.9
Approach LOS D C C B
Queue Length 50th (ft) 27 234 17 152 7 173 13 28 0
Queue Length 95th (ft) 51 320 36 219 21 251 28 93 1
261
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 803 1807 900 2167
Turn Bay Length (ft) 155 190 250 145
Base Capacity (vph) 287 623 195 573 612 725 380 861 768
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.31 0.78 0.30 0.61 0.04 0.55 0.17 0.16 0.06
Intersection Summary
Area Type: Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 29.0 Intersection LOS: C
Intersection Capacity Utilization 63.7% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 2: Van Dyke Road & 135th Street
262
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 59 294 128 90 153 55 79 434 124 64 339 15
Future Volume (vph) 59 294 128 90 153 55 79 434 124 64 339 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 105 0 160 0 185 0 180 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 130 125 125 240
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.954 0.961 0.967 0.994
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1767 0 1752 1749 0 1736 1679 0 1770 1619 0
Flt Permitted 0.520 0.137 0.390 0.227
Satd. Flow (perm) 988 1767 0 253 1749 0 712 1679 0 423 1619 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 50 55
Link Distance (ft) 1073 1801 769 1118
Travel Time (s) 20.9 35.1 10.5 13.9
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
Heavy Vehicles (%) 0% 2% 4% 3% 6% 0% 4% 11% 4% 2% 17% 8%
Shared Lane Traffic (%)
Lane Group Flow (vph) 65 464 0 99 228 0 87 613 0 70 389 0
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 9.6 46.0 11.0 47.4 10.4 63.5 9.5 62.6
Total Split (%) 7.4% 35.4% 8.5% 36.5% 8.0% 48.8% 7.3% 48.2%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 42.8 37.7 46.2 41.0 69.3 64.0 67.1 61.2
Actuated g/C Ratio 0.33 0.29 0.36 0.32 0.53 0.49 0.52 0.47
v/c Ratio 0.18 0.91 0.60 0.41 0.20 0.74 0.25 0.51
Control Delay 26.5 66.3 42.2 37.5 15.8 35.0 16.9 27.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.5 66.3 42.2 37.5 15.8 35.0 16.9 27.8
LOS CE DD BC BC
Approach Delay 61.5 38.9 32.6 26.2
Approach LOS E D C C
Queue Length 50th (ft) 34 368 53 150 34 436 27 234
Queue Length 95th (ft) 65 #530 92 223 64 603 53 335
263
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 993 1721 689 1038
Turn Bay Length (ft) 105 160 185 180
Base Capacity (vph) 357 564 165 577 431 826 279 762
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.82 0.60 0.40 0.20 0.74 0.25 0.51
Intersection Summary
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 39.7 Intersection LOS: D
Intersection Capacity Utilization 77.8% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 3: U.S. 30 & 135th Street
264
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 396 23 49 203 83 1 385 158 47 342 1
Future Volume (vph) 5 396 23 49 203 83 1 385 158 47 342 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900
Storage Length (ft) 225 0 285 0 225 220 255 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 175 175 250 300
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.992 0.957 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1857 0 1770 1702 0 1805 1852 1615 1719 1663 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1805 1857 0 1770 1702 0 1805 1852 1615 1719 1663 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 55 55
Link Distance (ft) 1528 1614 4667 1415
Travel Time (s) 23.2 24.5 57.9 17.5
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
Heavy Vehicles (%) 0% 1% 10% 2% 8% 4% 0% 8% 0% 5% 14% 100%
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 445 0 52 304 0 1 410 168 50 365 0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 2
Detector Phase 7 4 3 8 52216
Switch Phase
Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0
Minimum Split (s) 9.5 24.5 14.5 24.5 9.5 24.5 24.5 9.5 24.5
Total Split (s) 10.0 56.0 15.0 61.0 10.0 55.0 55.0 14.0 59.0
Total Split (%) 7.1% 40.0% 10.7% 43.6% 7.1% 39.3% 39.3% 10.0% 42.1%
Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max
Act Effct Green (s) 5.5 39.9 10.2 49.7 5.6 64.2 64.2 8.7 73.3
Actuated g/C Ratio 0.04 0.28 0.07 0.36 0.04 0.46 0.46 0.06 0.52
v/c Ratio 0.07 0.84 0.41 0.50 0.01 0.48 0.23 0.47 0.42
Control Delay 67.2 61.4 71.8 37.5 65.0 32.9 28.4 77.4 25.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.2 61.4 71.8 37.5 65.0 32.9 28.4 77.4 25.7
LOS EE ED ECCEC
Approach Delay 61.5 42.5 31.7 32.0
Approach LOS E D C C
Queue Length 50th (ft) 5 382 46 204 1 276 98 45 200
Queue Length 95th (ft) 20 469 92 292 7 431 174 90 373
265
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1448 1534 4587 1335
Turn Bay Length (ft) 225 285 225 220 255
Base Capacity (vph) 70 656 132 673 71 848 740 119 870
Starvation Cap Reductn 0 0 0 0 00000
Spillback Cap Reductn 0 0 0 0 00000
Storage Cap Reductn 0 0 0 0 00000
Reduced v/c Ratio 0.07 0.68 0.39 0.45 0.01 0.48 0.23 0.42 0.42
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 41.3 Intersection LOS: D
Intersection Capacity Utilization 71.5% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 4: U.S. 30 & 127th Street
266
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 220 422 259 118 151 97
Future Volume (vph) 220 422 259 118 151 97
Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900
Storage Length (ft) 90 205 200 0
Storage Lanes 1 1 1 1
Taper Length (ft) 100 195
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1787 2000 2000 1509 1736 1509
Flt Permitted 0.193 0.950
Satd. Flow (perm) 363 2000 2000 1509 1736 1509
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 142 117
Link Speed (mph) 40 45 45
Link Distance (ft) 406 1540 1616
Travel Time (s) 6.9 23.3 24.5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83
Heavy Vehicles (%) 1% 0% 0% 7% 4% 7%
Shared Lane Traffic (%)
Lane Group Flow (vph) 265 508 312 142 182 117
Turn Type pm+pt NA NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 4 8 6
Detector Phase 748866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 23.5 23.5 23.5 23.5 23.5
Total Split (s) 31.0 80.0 49.0 49.0 40.0 40.0
Total Split (%) 25.8% 66.7% 40.8% 40.8% 33.3% 33.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Max C-Max
Act Effct Green (s) 50.0 49.0 24.3 24.3 60.0 60.0
Actuated g/C Ratio 0.42 0.41 0.20 0.20 0.50 0.50
v/c Ratio 0.68 0.62 0.77 0.34 0.21 0.14
Control Delay 32.1 30.6 57.6 8.0 20.1 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.1 30.6 57.6 8.0 20.1 4.4
LOS C C E A C A
Approach Delay 31.1 42.1 14.0
Approach LOS C D B
Queue Length 50th (ft) 138 307 230 0 76 0
Queue Length 95th (ft) 148 299 277 39 138 30
267
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR
Internal Link Dist (ft) 326 1460 1536
Turn Bay Length (ft) 90 205 200
Base Capacity (vph) 465 1241 725 637 867 812
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.57 0.41 0.43 0.22 0.21 0.14
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 31.0 Intersection LOS: C
Intersection Capacity Utilization 46.4% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 5: 127th Street & 248th Avenue
268
HCM 6th TWSC
6: 127th Street & Edwards Elmhurst Drive 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 1
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 67 506 361 85 28 16
Future Vol, veh/h 67 506 361 85 28 16
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 67 67 67 67 67 67
Heavy Vehicles, % 0 00000
Mvmt Flow 100 755 539 127 42 24
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 666 0 - 0 1558 333
Stage 1 - - - - 603 -
Stage 2 - - - - 955 -
Critical Hdwy 4.1 - - - 6.6 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 933 - - - 115 669
Stage 1 - - - - 515 -
Stage 2 - - - - 377 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 933 - - - 103 669
Mov Cap-2 Maneuver - - - - 236 -
Stage 1 - - - - 460 -
Stage 2 - - - - 377 -
Approach EB WB SB
HCM Control Delay, s 1.1 0 18.8
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 933 - - - 236 669
HCM Lane V/C Ratio 0.107 - - - 0.177 0.036
HCM Control Delay (s) 9.3 - - - 23.5 10.6
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.4 - - - 0.6 0.1
269
HCM 6th TWSC
7: Van Dyke Road & Hamilton Lane 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 2
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 14 0 21 0 446 7 13 244 0
Future Vol, veh/h 0 0 0 14 0 21 0 446 7 13 244 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - 0 - 0 145 - - 135 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 0 000017000000
Mvmt Flow 0 0 0 16 0 23 0 496 8 14 271 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 547 803 136 664 - 252 271 0 0 504 0 0
Stage 1 299 299 - 500 --------
Stage 2 248 504 - 164 --------
Critical Hdwy 7.5 6.5 6.9 7.5 - 7.24 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 --------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 --------
Follow-up Hdwy 3.5 4 3.3 3.5 - 3.47 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 424 319 894 350 0 704 1304 - - 1071 - -
Stage 1 691 670 - 527 0 -------
Stage 2 740 544 - 828 0 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 406 315 894 347 - 704 1304 - - 1071 - -
Mov Cap-2 Maneuver 406 315 - 347 --------
Stage 1 691 661 - 527 --------
Stage 2 715 544 - 817 --------
Approach EB WB NB SB
HCM Control Delay, s 0 12.5 0 0.4
HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 1304 - - - 347 704 1071 - -
HCM Lane V/C Ratio ----0.045 0.033 0.013 - -
HCM Control Delay (s) 0 - - 0 15.9 10.3 8.4 - -
HCM Lane LOS A - - A C B A - -
HCM 95th %tile Q(veh) 0 - - - 0.1 0.1 0 - -
270
HCM 6th TWSC
8: Van Dyke Road & Norwood Drive 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 3
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 55 293922203766818268
Future Vol, veh/h 55 293922203766818268
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length -----0130--150--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 0 0 0 0 38 0 0 3 20 0 4 0
Mvmt Flow 73 3 12 4 12 29 27 501 8 11 243 91
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 622 874 167 704 915 255 334 0 0 509 0 0
Stage 1 311 311 - 559 559 -------
Stage 2 311 563 - 145 356 -------
Critical Hdwy 7.5 6.5 6.9 7.5 7.26 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 6.26 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 6.26 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4.38 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 375 290 854 328 215 750 1237 - - 1066 - -
Stage 1 680 662 - 486 429 -------
Stage 2 680 512 - 849 545 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 336 281 854 313 208 750 1237 - - 1066 - -
Mov Cap-2 Maneuver 336 281 - 313 208 -------
Stage 1 665 655 - 475 420 -------
Stage 2 621 501 - 825 540 -------
Approach EB WB NB SB
HCM Control Delay, s 18 14.3 0.4 0.3
HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 1237 - - 364 227 750 1066 - -
HCM Lane V/C Ratio 0.022 - - 0.242 0.07 0.039 0.01 - -
HCM Control Delay (s) 8 - - 18 22.1 10 8.4 - -
HCM Lane LOS A - - C C B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.9 0.2 0.1 0 - -
271
HCM 6th TWSC
9: Vicarage Drive & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 4
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 428 5 7 281 14 5 0 15 46 0 22
Future Vol, veh/h 29 428 5 7 281 14 5 0 15 46 0 22
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 135 - - 125 ----0---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 12 0 25 00000155010
Mvmt Flow 33 486 6 8 319 16 6 0 17 52 0 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 335 0 0 492 0 0 911 906 489 907 901 327
Stage 1 ------555555-343343-
Stage 2 ------356351-564558-
Critical Hdwy 4.22 - - 4.1 - - 7.1 6.5 6.35 7.15 6.5 6.3
Critical Hdwy Stg 1 ------6.15.5-6.15 5.5 -
Critical Hdwy Stg 2 ------6.15.5-6.15 5.5 -
Follow-up Hdwy 2.308 - - 2.2 - - 3.5 4 3.435 3.545 4 3.39
Pot Cap-1 Maneuver 1170 - - 1082 - - 257 278 554 253 280 696
Stage 1 ------520516-666641-
Stage 2 ------666636-505515-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1170 - - 1082 - - 241 268 554 239 270 696
Mov Cap-2 Maneuver ------241268-239270-
Stage 1 ------505502-647637-
Stage 2 ------637632-476501-
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.2 13.9 20.9
HCM LOS B C
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 241 554 1170 - - 1082 - - 303
HCM Lane V/C Ratio 0.024 0.031 0.028 - - 0.007 - - 0.255
HCM Control Delay (s) 20.3 11.7 8.2 - - 8.4 - - 20.9
HCM Lane LOS C B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 0.1 - - 0 - - 1
272
HCM 6th TWSC
10: Waterford Boulevard & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Morning Peak Hour Page 5
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 599 2 26 330 5 43
Future Vol, veh/h 599 2 26 330 5 43
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 90 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 75 75 75 75 75 75
Heavy Vehicles, % 0 0 13 0 0 5
Mvmt Flow 799 3 35 440 7 57
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 802 0 1311 801
Stage 1 - - - - 801 -
Stage 2 - - - - 510 -
Critical Hdwy - - 4.23 - 6.4 6.25
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.317 - 3.5 3.345
Pot Cap-1 Maneuver - - 775 - 177 380
Stage 1 - - - - 445 -
Stage 2 - - - - 607 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 775 - 169 380
Mov Cap-2 Maneuver - - - - 169 -
Stage 1 - - - - 445 -
Stage 2 - - - - 580 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 17.3
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 169 380 - - 775 -
HCM Lane V/C Ratio 0.039 0.151 - - 0.045 -
HCM Control Delay (s) 27.2 16.2 - - 9.9 -
HCM Lane LOS D C - - A -
HCM 95th %tile Q(veh) 0.1 0.5 - - 0.1 -
273
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 44 428 158 168 534 50 99 187 137 77 271 50
Future Volume (vph) 44 428 158 168 534 50 99 187 137 77 271 50
Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 180 180 250 0 280 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 205 210 190 155
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95
Frt 0.850 0.987 0.937 0.977
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1980 1615 1787 1875 0 1805 3383 0 1805 3497 0
Flt Permitted 0.160 0.229 0.501 0.502
Satd. Flow (perm) 298 1980 1615 431 1875 0 952 3383 0 954 3497 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 168 7 146 25
Link Speed (mph) 40 35 45 45
Link Distance (ft) 1125 2135 1316 1535
Travel Time (s) 19.2 41.6 19.9 23.3
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
Heavy Vehicles (%) 2% 1% 0% 1% 0% 0% 0% 0% 0% 0% 1% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 47 455 168 179 621 0 105 345 0 82 341 0
Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 2 6
Detector Phase 74438 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 9.6 35.2 35.2 11.4 37.0 9.6 23.8 9.6 23.8
Total Split (%) 12.0% 44.0% 44.0% 14.3% 46.3% 12.0% 29.8% 12.0% 29.8%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max
Act Effct Green (s) 30.8 25.7 25.7 35.5 31.4 30.4 25.8 30.2 25.7
Actuated g/C Ratio 0.38 0.32 0.32 0.44 0.39 0.38 0.32 0.38 0.32
v/c Ratio 0.23 0.72 0.27 0.58 0.84 0.25 0.29 0.20 0.30
Control Delay 12.8 30.0 4.1 19.7 33.8 18.4 14.2 17.7 22.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.8 30.0 4.1 19.7 33.8 18.4 14.2 17.7 22.1
LOS B C A B C B B B C
Approach Delay 22.3 30.7 15.2 21.3
Approach LOS C C B C
Queue Length 50th (ft) 11 181 0 45 269 34 42 26 69
Queue Length 95th (ft) 26 272 36 78 #446 69 77 57 107
274
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1045 2055 1236 1455
Turn Bay Length (ft) 180 180 250 280 145
Base Capacity (vph) 208 759 723 308 765 422 1187 419 1138
Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.23 0.60 0.23 0.58 0.81 0.25 0.29 0.20 0.30
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 23.6 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: Van Dyke Road & 127th Street
275
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 52 350 30 98 595 96 39 251 74 89 326 117
Future Volume (vph) 52 350 30 98 595 96 39 251 74 89 326 117
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Storage Length (ft) 155 0 190 0 250 0 145 0
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 145 110 150 220
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.979 0.966 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1827 0 1805 1860 0 1805 1831 0 1805 1980 1615
Flt Permitted 0.097 0.341 0.351 0.303
Satd. Flow (perm) 184 1827 0 648 1860 0 667 1831 0 576 1980 1615
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 6 11 14 127
Link Speed (mph) 35 35 45 45
Link Distance (ft) 883 1887 980 2247
Travel Time (s) 17.2 36.8 14.8 34.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 3% 0% 0% 0% 0% 0% 0% 1% 0% 1% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 57 413 0 107 751 0 42 353 0 97 354 127
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 48266
Detector Phase 7 4 3 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 22.5
Total Split (s) 9.6 49.4 10.6 50.4 9.6 30.4 9.6 30.4 30.4
Total Split (%) 9.6% 49.4% 10.6% 50.4% 9.6% 30.4% 9.6% 30.4% 30.4%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max C-Max
Act Effct Green (s) 45.5 40.4 48.2 43.4 36.0 31.7 37.3 34.2 34.2
Actuated g/C Ratio 0.46 0.40 0.48 0.43 0.36 0.32 0.37 0.34 0.34
v/c Ratio 0.34 0.56 0.28 0.92 0.14 0.60 0.34 0.52 0.20
Control Delay 16.4 24.9 13.3 44.6 22.5 35.5 25.4 33.0 6.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.4 24.9 13.3 44.6 22.5 35.5 25.4 33.0 6.2
LOS BC BD CD CCA
Approach Delay 23.8 40.7 34.1 25.9
Approach LOS CDCC
Queue Length 50th (ft) 16 179 30 414 18 198 42 204 0
Queue Length 95th (ft) 34 267 56 #650 41 302 79 305 44
276
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 803 1807 900 2167
Turn Bay Length (ft) 155 190 250 145
Base Capacity (vph) 166 823 383 859 301 590 286 677 635
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.50 0.28 0.87 0.14 0.60 0.34 0.52 0.20
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 32.4 Intersection LOS: C
Intersection Capacity Utilization 78.9% 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: Van Dyke Road & 135th Street
277
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 44 256 126 182 458 95 133 344 91 74 501 47
Future Volume (vph) 44 256 126 182 458 95 133 344 91 74 501 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 105 0 160 0 185 0 180 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 130 125 125 240
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.950 0.974 0.969 0.987
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1781 0 1805 1844 0 1787 1725 0 1752 1806 0
Flt Permitted 0.093 0.193 0.183 0.330
Satd. Flow (perm) 177 1781 0 367 1844 0 344 1725 0 609 1806 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 50 55
Link Distance (ft) 1073 1801 769 1118
Travel Time (s) 20.9 35.1 10.5 13.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 2% 0% 0% 0% 2% 1% 8% 2% 3% 4% 2%
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 415 0 198 601 0 145 473 0 80 596 0
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 9.5 59.3 17.2 67.0 15.0 72.7 10.8 68.5
Total Split (%) 5.9% 37.1% 10.8% 41.9% 9.4% 45.4% 6.8% 42.8%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 52.7 47.7 64.9 57.3 84.7 74.4 78.5 71.3
Actuated g/C Ratio 0.33 0.30 0.41 0.36 0.53 0.46 0.49 0.45
v/c Ratio 0.44 0.78 0.75 0.91 0.53 0.59 0.23 0.74
Control Delay 39.8 61.6 49.7 67.4 27.6 37.0 21.9 45.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.8 61.6 49.7 67.4 27.6 37.0 21.9 45.5
LOS DE DE CD CD
Approach Delay 59.3 63.0 34.8 42.7
Approach LOS E E C D
Queue Length 50th (ft) 29 388 133 591 78 383 41 542
Queue Length 95th (ft) 55 502 186 739 127 519 76 726
278
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 993 1721 689 1038
Turn Bay Length (ft) 105 160 185 180
Base Capacity (vph) 109 609 263 720 280 802 349 804
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.44 0.68 0.75 0.83 0.52 0.59 0.23 0.74
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 160
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 50.2 Intersection LOS: D
Intersection Capacity Utilization 85.6% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: U.S. 30 & 135th Street
279
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 11 284 53 153 467 86 28 339 110 95 416 8
Future Volume (vph) 11 284 53 153 467 86 28 339 110 95 416 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900
Storage Length (ft) 225 0 285 0 225 220 255 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 175 175 250 300
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.977 0.850 0.997
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1833 0 1787 1853 0 1805 1852 1615 1805 1806 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1805 1833 0 1787 1853 0 1805 1852 1615 1805 1806 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 55 55
Link Distance (ft) 1528 1614 4667 1415
Travel Time (s) 23.2 24.5 57.9 17.5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles (%) 0% 1% 2% 1% 0% 1% 0% 8% 0% 0% 5% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 362 0 165 594 0 30 365 118 102 456 0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 2
Detector Phase 7 4 3 8 52216
Switch Phase
Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0
Minimum Split (s) 9.5 24.5 14.5 24.5 9.5 24.5 24.5 9.5 24.5
Total Split (s) 9.5 51.8 27.7 70.0 11.0 50.5 50.5 20.0 59.5
Total Split (%) 6.3% 34.5% 18.5% 46.7% 7.3% 33.7% 33.7% 13.3% 39.7%
Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max
Act Effct Green (s) 5.0 36.6 18.6 55.9 7.1 59.7 59.7 13.1 69.9
Actuated g/C Ratio 0.03 0.24 0.12 0.37 0.05 0.40 0.40 0.09 0.47
v/c Ratio 0.20 0.81 0.75 0.86 0.35 0.50 0.18 0.65 0.54
Control Delay 78.4 67.3 83.3 56.3 80.4 40.2 34.6 84.9 35.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.4 67.3 83.3 56.3 80.4 40.2 34.6 84.9 35.7
LOS E E F E F D C F D
Approach Delay 67.6 62.2 41.3 44.7
Approach LOS E E D D
Queue Length 50th (ft) 12 339 158 513 29 268 75 98 334
Queue Length 95th (ft) 36 426 235 645 66 434 145 162 520
280
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1448 1534 4587 1335
Turn Bay Length (ft) 225 285 225 220 255
Base Capacity (vph) 60 553 276 784 88 737 643 187 842
Starvation Cap Reductn 0 0 0 0 00000
Spillback Cap Reductn 0 0 0 0 00000
Storage Cap Reductn 0 0 0 0 00000
Reduced v/c Ratio 0.20 0.65 0.60 0.76 0.34 0.50 0.18 0.55 0.54
Intersection Summary
Area Type: Other
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 53.8 Intersection LOS: D
Intersection Capacity Utilization 77.2% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 4: U.S. 30 & 127th Street
281
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 151 363 499 196 224 242
Future Volume (vph) 151 363 499 196 224 242
Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900
Storage Length (ft) 90 205 200 0
Storage Lanes 1 1 1 1
Taper Length (ft) 100 195
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1805 2000 2000 1615 1805 1599
Flt Permitted 0.114 0.950
Satd. Flow (perm) 217 2000 2000 1615 1805 1599
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 231 285
Link Speed (mph) 40 45 45
Link Distance (ft) 406 1540 1616
Travel Time (s) 6.9 23.3 24.5
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Heavy Vehicles (%) 0% 0% 0% 0% 0% 1%
Shared Lane Traffic (%)
Lane Group Flow (vph) 178 427 587 231 264 285
Turn Type pm+pt NA NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 4 8 6
Detector Phase 748866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 23.5 23.5 23.5 23.5 23.5
Total Split (s) 16.0 67.0 51.0 51.0 33.0 33.0
Total Split (%) 16.0% 67.0% 51.0% 51.0% 33.0% 33.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Max C-Max
Act Effct Green (s) 52.4 51.4 35.9 35.9 37.6 37.6
Actuated g/C Ratio 0.52 0.51 0.36 0.36 0.38 0.38
v/c Ratio 0.62 0.42 0.82 0.32 0.39 0.37
Control Delay 23.7 15.5 38.4 3.6 27.2 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 15.5 38.4 3.6 27.2 4.8
LOS CBDACA
Approach Delay 17.9 28.6 15.6
Approach LOS B C B
Queue Length 50th (ft) 56 156 332 0 124 0
Queue Length 95th (ft) 89 169 371 34 205 48
282
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR
Internal Link Dist (ft) 326 1460 1536
Turn Bay Length (ft) 90 205 200
Base Capacity (vph) 296 1230 910 860 678 778
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.60 0.35 0.65 0.27 0.39 0.37
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 21.7 Intersection LOS: C
Intersection Capacity Utilization 58.6% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 5: 127th Street & 248th Avenue
283
HCM 6th TWSC
6: 127th Street & Edwards Elmhurst Drive 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 1
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 15 572 649 34 58 46
Future Vol, veh/h 15 572 649 34 58 46
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 66 66 66 66 66 66
Heavy Vehicles, % 0 00000
Mvmt Flow 23 867 983 52 88 70
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1035 0 - 0 1922 518
Stage 1 - - - - 1009 -
Stage 2 - - - - 913 -
Critical Hdwy 4.1 - - - 6.6 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 679 - - - ~ 67 508
Stage 1 - - - - 318 -
Stage 2 - - - - 395 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 679 - - - ~ 65 508
Mov Cap-2 Maneuver - - - - 187 -
Stage 1 - - - - 307 -
Stage 2 - - - - 395 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 28.3
HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 679 - - - 187 508
HCM Lane V/C Ratio 0.033 - - - 0.47 0.137
HCM Control Delay (s) 10.5 - - - 40.2 13.2
HCM Lane LOS B - - - E B
HCM 95th %tile Q(veh) 0.1 - - - 2.3 0.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
284
HCM 6th TWSC
7: Van Dyke Road & Hamilton Lane 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 12 0 29 0 394 8 25 572 0
Future Vol, veh/h 0 0 0 12 0 29 0 394 8 25 572 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - 0 - 0 145 - - 135 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 74 74 74 74 74 74 74 74 74 74 74 74
Heavy Vehicles, % 0 00003000400
Mvmt Flow 0 0 0 16 0 39 0 532 11 34 773 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1107 1384 387 993 - 272 773 0 0 543 0 0
Stage 1 841 841 - 538 --------
Stage 2 266 543 - 455 --------
Critical Hdwy 7.5 6.5 6.9 7.5 - 6.96 4.1 - - 4.18 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 --------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 --------
Follow-up Hdwy 3.5 4 3.3 3.5 - 3.33 2.2 - - 2.24 - -
Pot Cap-1 Maneuver 167 145 617 203 0 723 851 - - 1008 - -
Stage 1 330 383 - 500 0 -------
Stage 2 722 523 - 560 0 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 154 140 617 198 - 723 851 - - 1008 - -
Mov Cap-2 Maneuver 154 140 - 198 --------
Stage 1 330 370 - 500 --------
Stage 2 683 523 - 541 --------
Approach EB WB NB SB
HCM Control Delay, s 0 14.5 0 0.4
HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 851 - - - 198 723 1008 - -
HCM Lane V/C Ratio ----0.082 0.054 0.034 - -
HCM Control Delay (s) 0 - - 0 24.8 10.3 8.7 - -
HCM Lane LOS A - - A C B A - -
HCM 95th %tile Q(veh) 0 - - - 0.3 0.2 0.1 - -
285
HCM 6th TWSC
8: Van Dyke Road & Norwood Drive 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 3
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 44 5 20 14 9 15 16 343 11 17 494 73
Future Vol, veh/h 44 5 20 14 9 15 16 343 11 17 494 73
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length -----0130--150--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 00000000000
Mvmt Flow 47 5 21 15 10 16 17 365 12 18 526 78
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 823 1012 302 707 1045 189 604 0 0 377 0 0
Stage 1 601 601 - 405 405 -------
Stage 2 222 411 - 302 640 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 269 241 700 326 231 827 984 - - 1193 - -
Stage 1 459 493 - 599 602 -------
Stage 2 766 598 - 688 473 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 249 233 700 303 224 827 984 - - 1193 - -
Mov Cap-2 Maneuver 249 233 - 303 224 -------
Stage 1 451 486 - 589 592 -------
Stage 2 726 588 - 650 466 -------
Approach EB WB NB SB
HCM Control Delay, s 20.6 15.8 0.4 0.2
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 984 - - 304 266 827 1193 - -
HCM Lane V/C Ratio 0.017 - - 0.241 0.092 0.019 0.015 - -
HCM Control Delay (s) 8.7 - - 20.6 19.9 9.4 8.1 - -
HCM Lane LOS A - - C C A A - -
HCM 95th %tile Q(veh) 0.1 - - 0.9 0.3 0.1 0 - -
286
HCM 6th TWSC
9: Vicarage Drive & 135th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 4
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 396 4 23 699 29 6 0 22 14 0 24
Future Vol, veh/h 36 396 4 23 699 29 6 0 22 14 0 24
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 135 - - 125 ----0---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 00400000008
Mvmt Flow 38 421 4 24 744 31 6 0 23 15 0 26
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 775 0 0 425 0 0 1320 1322 423 1319 1309 760
Stage 1 ------499499-808808-
Stage 2 ------821823-511501-
Critical Hdwy 4.1 - - 4.14 - - 7.1 6.5 6.2 7.1 6.5 6.28
Critical Hdwy Stg 1 ------6.15.5-6.15.5-
Critical Hdwy Stg 2 ------6.15.5-6.15.5-
Follow-up Hdwy 2.2 - - 2.236 - - 3.5 4 3.3 3.5 4 3.372
Pot Cap-1 Maneuver 850 - - 1124 - - 135 158 635 135 161 396
Stage 1 ------557547-378397-
Stage 2 ------371391-549546-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 850 - - 1124 - - 120 148 635 124 151 396
Mov Cap-2 Maneuver ------120148-124151-
Stage 1 ------532522-361389-
Stage 2 ------340383-505521-
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.3 16.4 25.1
HCM LOS C D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 120 635 850 - - 1124 - - 219
HCM Lane V/C Ratio 0.053 0.037 0.045 - - 0.022 - - 0.185
HCM Control Delay (s) 36.7 10.9 9.4 - - 8.3 - - 25.1
HCM Lane LOS E B A - - A - - D
HCM 95th %tile Q(veh) 0.2 0.1 0.1 - - 0.1 - - 0.7
287
HCM 6th TWSC
10: Waterford Boulevard & 127th Street 11/05/2021
21-272 Bronk Parcel Development Synchro 11 Report
Existing Weekday Evening Peak Hour Page 5
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 477 12 44 697 9 37
Future Vol, veh/h 477 12 44 697 9 37
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 90 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 69 69 69 69 69 69
Heavy Vehicles, % 0 00003
Mvmt Flow 691 17 64 1010 13 54
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 708 0 1838 700
Stage 1 - - - - 700 -
Stage 2 - - - - 1138 -
Critical Hdwy - - 4.1 - 6.4 6.23
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.327
Pot Cap-1 Maneuver - - 900 - 84 438
Stage 1 - - - - 496 -
Stage 2 - - - - 308 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 900 - 78 438
Mov Cap-2 Maneuver - - - - 78 -
Stage 1 - - - - 496 -
Stage 2 - - - - 286 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 23.4
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 78 438 - - 900 -
HCM Lane V/C Ratio 0.167 0.122 - - 0.071 -
HCM Control Delay (s) 60.2 14.4 - - 9.3 -
HCM Lane LOS F B - - A -
HCM 95th %tile Q(veh) 0.6 0.4 - - 0.2 -
288
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 93 450 71 89 365 39 83 290 146 55 126 33
Future Volume (vph) 93 450 71 89 365 39 83 290 146 55 126 33
Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 180 180 250 0 280 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 205 210 190 155
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95
Frt 0.850 0.985 0.950 0.969
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1703 1961 1615 1805 1766 0 1736 3308 0 1421 3314 0
Flt Permitted 0.193 0.137 0.627 0.337
Satd. Flow (perm) 346 1961 1615 260 1766 0 1145 3308 0 504 3314 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 135 8 97 36
Link Speed (mph) 40 35 45 45
Link Distance (ft) 1125 2135 1316 1535
Travel Time (s) 19.2 41.6 19.9 23.3
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles (%) 6% 2% 0% 0% 6% 6% 4% 4% 3% 27% 7% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 116 563 89 111 505 0 104 546 0 69 199 0
Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 2 6
Detector Phase 74438 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 10.6 39.2 39.2 10.4 39.0 10.4 23.9 11.5 25.0
Total Split (%) 12.5% 46.1% 46.1% 12.2% 45.9% 12.2% 28.1% 13.5% 29.4%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max
Act Effct Green (s) 34.1 29.2 29.2 33.8 29.1 34.7 28.8 35.1 29.0
Actuated g/C Ratio 0.40 0.34 0.34 0.40 0.34 0.41 0.34 0.41 0.34
v/c Ratio 0.49 0.84 0.14 0.53 0.83 0.20 0.46 0.24 0.17
Control Delay 19.6 37.0 1.6 21.6 37.3 15.7 18.5 19.2 20.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.6 37.0 1.6 21.6 37.3 15.7 18.5 19.2 20.0
LOS BDACD BB BB
Approach Delay 30.2 34.4 18.0 19.8
Approach LOS C C B B
Queue Length 50th (ft) 34 269 0 32 238 27 71 22 35
Queue Length 95th (ft) 49 302 5 47 274 m51 118 46 56
289
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1045 2055 1236 1455
Turn Bay Length (ft) 180 180 250 280 145
Base Capacity (vph) 236 800 739 210 721 515 1186 288 1155
Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.49 0.70 0.12 0.53 0.70 0.20 0.46 0.24 0.17
Intersection Summary
Area Type: Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 26.7 Intersection LOS: C
Intersection Capacity Utilization 59.3% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Van Dyke Road & 127th Street
290
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 84 414 17 52 258 65 26 282 83 87 146 53
Future Volume (vph) 84 414 17 52 258 65 26 282 83 87 146 53
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Storage Length (ft) 155 0 190 0 250 0 145 0
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 145 110 150 220
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.994 0.970 0.966 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1671 1853 0 1805 1765 0 1805 1769 0 1805 1887 1524
Flt Permitted 0.279 0.159 0.649 0.304
Satd. Flow (perm) 491 1853 0 302 1765 0 1233 1769 0 578 1887 1524
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 3 16 19 135
Link Speed (mph) 35 35 45 45
Link Distance (ft) 883 1887 980 2247
Travel Time (s) 17.2 36.8 14.8 34.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Heavy Vehicles (%) 8% 2% 0% 0% 5% 2% 0% 4% 3% 0% 6% 6%
Shared Lane Traffic (%)
Lane Group Flow (vph) 99 507 0 61 380 0 31 430 0 102 172 62
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 48266
Detector Phase 7 4 3 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 22.5
Total Split (s) 11.0 33.0 9.6 31.6 9.6 32.6 9.8 32.8 32.8
Total Split (%) 12.9% 38.8% 11.3% 37.2% 11.3% 38.4% 11.5% 38.6% 38.6%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max C-Max
Act Effct Green (s) 31.5 26.3 29.3 25.2 38.0 33.8 39.4 36.2 36.2
Actuated g/C Ratio 0.37 0.31 0.34 0.30 0.45 0.40 0.46 0.43 0.43
v/c Ratio 0.37 0.88 0.31 0.71 0.05 0.60 0.29 0.21 0.09
Control Delay 18.5 45.7 18.3 33.4 13.7 26.4 13.3 16.4 0.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.5 45.7 18.3 33.4 13.7 26.4 13.3 16.4 0.7
LOS BD BC BC BBA
Approach Delay 41.2 31.3 25.6 12.6
Approach LOS D C C B
Queue Length 50th (ft) 30 243 18 167 9 191 22 65 0
Queue Length 95th (ft) 56 #350 38 243 23 274 43 109 m1
291
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 803 1807 900 2167
Turn Bay Length (ft) 155 190 250 145
Base Capacity (vph) 272 623 194 573 586 714 351 804 727
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.81 0.31 0.66 0.05 0.60 0.29 0.21 0.09
Intersection Summary
Area Type: Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 29.7 Intersection LOS: C
Intersection Capacity Utilization 66.7% 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.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: Van Dyke Road & 135th Street
292
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 63 315 136 126 173 58 84 460 142 68 359 16
Future Volume (vph) 63 315 136 126 173 58 84 460 142 68 359 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 105 0 160 0 185 0 180 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 130 125 125 240
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.955 0.962 0.965 0.993
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1768 0 1752 1749 0 1736 1677 0 1770 1618 0
Flt Permitted 0.490 0.119 0.361 0.178
Satd. Flow (perm) 931 1768 0 220 1749 0 660 1677 0 332 1618 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 50 55
Link Distance (ft) 1073 1801 769 1118
Travel Time (s) 20.9 35.1 10.5 13.9
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
Heavy Vehicles (%) 0% 2% 4% 3% 6% 0% 4% 11% 4% 2% 17% 8%
Shared Lane Traffic (%)
Lane Group Flow (vph) 69 495 0 138 254 0 92 661 0 75 413 0
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 9.6 46.0 11.0 47.4 10.4 63.5 9.5 62.6
Total Split (%) 7.4% 35.4% 8.5% 36.5% 8.0% 48.8% 7.3% 48.2%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 44.3 39.2 47.7 42.5 67.9 62.8 65.6 60.0
Actuated g/C Ratio 0.34 0.30 0.37 0.33 0.52 0.48 0.50 0.46
v/c Ratio 0.20 0.93 0.88 0.44 0.23 0.82 0.33 0.55
Control Delay 26.3 69.0 76.0 37.5 16.6 39.9 18.9 29.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.3 69.0 76.0 37.5 16.6 39.9 18.9 29.5
LOS CE ED BD BC
Approach Delay 63.8 51.0 37.1 27.8
Approach LOS E D D C
Queue Length 50th (ft) 36 394 74 167 38 493 30 254
Queue Length 95th (ft) 68 #590 #171 249 67 #727 56 361
293
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 993 1721 689 1038
Turn Bay Length (ft) 105 160 185 180
Base Capacity (vph) 351 564 157 579 397 810 229 746
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.88 0.88 0.44 0.23 0.82 0.33 0.55
Intersection Summary
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 44.4 Intersection LOS: D
Intersection Capacity Utilization 83.9% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 3: U.S. 30 & 135th Street
294
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 426 24 52 236 119 1 408 167 61 363 1
Future Volume (vph) 5 426 24 52 236 119 1 408 167 61 363 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900
Storage Length (ft) 225 0 285 0 225 220 255 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 175 175 250 300
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.992 0.950 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1857 0 1770 1692 0 1805 1852 1615 1719 1663 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1805 1857 0 1770 1692 0 1805 1852 1615 1719 1663 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 55 55
Link Distance (ft) 1528 1614 4667 1415
Travel Time (s) 23.2 24.5 57.9 17.5
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
Heavy Vehicles (%) 0% 1% 10% 2% 8% 4% 0% 8% 0% 5% 14% 100%
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 479 0 55 378 0 1 434 178 65 387 0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 2
Detector Phase 7 4 3 8 52216
Switch Phase
Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0
Minimum Split (s) 9.5 24.5 14.5 24.5 9.5 24.5 24.5 9.5 24.5
Total Split (s) 10.0 56.0 15.0 61.0 10.0 55.0 55.0 14.0 59.0
Total Split (%) 7.1% 40.0% 10.7% 43.6% 7.1% 39.3% 39.3% 10.0% 42.1%
Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max
Act Effct Green (s) 5.5 41.7 10.2 51.5 5.6 61.6 61.6 9.6 71.5
Actuated g/C Ratio 0.04 0.30 0.07 0.37 0.04 0.44 0.44 0.07 0.51
v/c Ratio 0.07 0.87 0.43 0.61 0.01 0.53 0.25 0.56 0.46
Control Delay 67.2 62.4 72.8 39.7 65.0 35.8 30.3 80.7 27.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.2 62.4 72.8 39.7 65.0 35.8 30.3 80.7 27.4
LOS EE ED EDCFC
Approach Delay 62.5 43.9 34.2 35.1
Approach LOS E D C D
Queue Length 50th (ft) 5 410 49 260 1 312 110 58 224
Queue Length 95th (ft) 20 515 96 377 7 461 184 #115 400
295
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1448 1534 4587 1335
Turn Bay Length (ft) 225 285 225 220 255
Base Capacity (vph) 70 656 132 681 71 814 710 126 848
Starvation Cap Reductn 0 0 0 0 00000
Spillback Cap Reductn 0 0 0 0 00000
Storage Cap Reductn 0 0 0 0 00000
Reduced v/c Ratio 0.07 0.73 0.42 0.56 0.01 0.53 0.25 0.52 0.46
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 43.4 Intersection LOS: D
Intersection Capacity Utilization 74.3% 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: 4: U.S. 30 & 127th Street
296
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 233 462 324 125 160 103
Future Volume (vph) 233 462 324 125 160 103
Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900
Storage Length (ft) 90 205 200 0
Storage Lanes 1 1 1 1
Taper Length (ft) 100 195
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1787 2000 2000 1509 1736 1509
Flt Permitted 0.151 0.950
Satd. Flow (perm) 284 2000 2000 1509 1736 1509
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 151 124
Link Speed (mph) 40 45 45
Link Distance (ft) 406 1540 1616
Travel Time (s) 6.9 23.3 24.5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83
Heavy Vehicles (%) 1% 0% 0% 7% 4% 7%
Shared Lane Traffic (%)
Lane Group Flow (vph) 281 557 390 151 193 124
Turn Type pm+pt NA NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 4 8 6
Detector Phase 748866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 23.5 23.5 23.5 23.5 23.5
Total Split (s) 31.0 80.0 49.0 49.0 40.0 40.0
Total Split (%) 25.8% 66.7% 40.8% 40.8% 33.3% 33.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Max C-Max
Act Effct Green (s) 55.5 54.5 29.2 29.2 54.5 54.5
Actuated g/C Ratio 0.46 0.45 0.24 0.24 0.45 0.45
v/c Ratio 0.72 0.61 0.80 0.31 0.24 0.16
Control Delay 33.6 26.9 54.9 6.6 24.1 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.6 26.9 54.9 6.6 24.1 5.2
LOS C C D A C A
Approach Delay 29.1 41.4 16.7
Approach LOS C D B
Queue Length 50th (ft) 135 319 285 0 90 0
Queue Length 95th (ft) 166 294 325 36 160 33
297
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR
Internal Link Dist (ft) 326 1460 1536
Turn Bay Length (ft) 90 205 200
Base Capacity (vph) 463 1241 725 643 788 752
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.61 0.45 0.54 0.23 0.24 0.16
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 30.7 Intersection LOS: C
Intersection Capacity Utilization 50.9% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 5: 127th Street & 248th Avenue
298
HCM 6th TWSC
6: Vicarage Drive/Edwards Elmhurst Access Drive & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 1
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 71 536 15 8 383 90 49 0 48 30 0 17
Future Vol, veh/h 71 536 15 8 383 90 49 0 48 30 0 17
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 200 - 145 145 ----0--0
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 67 67 92 92 67 67 92 92 92 67 92 67
Heavy Vehicles, % 0 02200222020
Mvmt Flow 106 800 16 9 572 134 53 0 52 45 0 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 706 0 0 816 0 0 1316 1736 800 1703 1685 353
Stage 1 ------1012 1012 - 657 657 -
Stage 2 ------304724-1046 1028 -
Critical Hdwy 4.1 - - 4.13 - - 7.33 6.53 6.23 7.3 6.53 6.9
Critical Hdwy Stg 1 ------6.13 5.53 - 6.5 5.53 -
Critical Hdwy Stg 2 ------6.53 5.53 - 6.1 5.53 -
Follow-up Hdwy 2.2 - - 2.219 - - 3.519 4.019 3.319 3.5 4.019 3.3
Pot Cap-1 Maneuver 902 - - 810 - - 125 87 384 67 94 649
Stage 1 ------288316-425461-
Stage 2 ------681429-278310-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 902 - - 810 - - 108 76 384 52 82 649
Mov Cap-2 Maneuver ------198170-141187-
Stage 1 ------254279-375456-
Stage 2 ------647424-212273-
Approach EB WB NB SB
HCM Control Delay, s 1.1 0.1 22.8 30.7
HCM LOS C D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2
Capacity (veh/h) 198 384 902 - - 810 - - 141 649
HCM Lane V/C Ratio 0.269 0.136 0.117 - - 0.011 - - 0.318 0.039
HCM Control Delay (s) 29.7 15.8 9.5 - - 9.5 - - 42 10.8
HCM Lane LOS D C A - - A - - E B
HCM 95th %tile Q(veh) 1 0.5 0.4 - - 0 - - 1.3 0.1
299
HCM 6th TWSC
7: Van Dyke Road & Hamilton Lane 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 2
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 24 0 43 15 0 22 14 473 7 14 259 13
Future Vol, veh/h 24 0 43 15 0 22 14 473 7 14 259 13
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - 0 - 0 145 - - 135 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 0 000017000000
Mvmt Flow 27 0 48 17 0 24 16 526 8 16 288 14
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 622 893 151 738 - 267 302 0 0 534 0 0
Stage 1 327 327 - 562 --------
Stage 2 295 566 - 176 --------
Critical Hdwy 7.5 6.5 6.9 7.5 - 7.24 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 --------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 --------
Follow-up Hdwy 3.5 4 3.3 3.5 - 3.47 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 375 283 875 310 0 688 1270 - - 1044 - -
Stage 1 665 651 - 484 0 -------
Stage 2 695 511 - 814 0 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 354 275 875 287 - 688 1270 - - 1044 - -
Mov Cap-2 Maneuver 354 275 - 287 --------
Stage 1 656 641 - 478 --------
Stage 2 662 504 - 758 --------
Approach EB WB NB SB
HCM Control Delay, s 12.2 13.6 0.2 0.4
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 1270 - - 573 287 688 1044 - -
HCM Lane V/C Ratio 0.012 - - 0.13 0.058 0.036 0.015 - -
HCM Control Delay (s) 7.9 - - 12.2 18.3 10.4 8.5 - -
HCM Lane LOS A - - B C B A - -
HCM 95th %tile Q(veh) 0 - - 0.4 0.2 0.1 0 - -
300
HCM 6th TWSC
8: Van Dyke Road & Norwood Drive 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 3
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 58 2 25 3 10 23 21 413 6 8 237 72
Future Vol, veh/h 58 2 25 3 10 23 21 413 6 8 237 72
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length -----0130--150--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 0 0 0 0 38 0 0 3 20 0 4 0
Mvmt Flow 77 3 33 4 13 31 28 551 8 11 316 96
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 724 1001 206 793 1045 280 412 0 0 559 0 0
Stage 1 386 386 - 611 611 -------
Stage 2 338 615 - 182 434 -------
Critical Hdwy 7.5 6.5 6.9 7.5 7.26 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 6.26 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 6.26 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4.38 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 317 245 807 283 177 723 1158 - - 1022 - -
Stage 1 614 614 - 453 403 -------
Stage 2 656 485 - 808 497 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 278 236 807 262 171 723 1158 - - 1022 - -
Mov Cap-2 Maneuver 278 236 - 262 171 -------
Stage 1 599 607 - 442 393 -------
Stage 2 592 473 - 763 492 -------
Approach EB WB NB SB
HCM Control Delay, s 20.6 16 0.4 0.2
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 1158 - - 343 186 723 1022 - -
HCM Lane V/C Ratio 0.024 - - 0.33 0.093 0.042 0.01 - -
HCM Control Delay (s) 8.2 - - 20.6 26.3 10.2 8.6 - -
HCM Lane LOS A - - C D B A - -
HCM 95th %tile Q(veh) 0.1 - - 1.4 0.3 0.1 0 - -
301
HCM 6th TWSC
9: Vicarage Drive & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 4
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 457 5 7 309 21 5 0 16 42 0 54
Future Vol, veh/h 42 457 5 7 309 21 5 0 16 42 0 54
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 135 - - 125 ----0---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 12 0 25 00000155010
Mvmt Flow 48 519 6 8 351 24 6 0 18 48 0 61
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 375 0 0 525 0 0 1028 1009 522 1006 1000 363
Stage 1 ------618618-379379-
Stage 2 ------410391-627621-
Critical Hdwy 4.22 - - 4.1 - - 7.1 6.5 6.35 7.15 6.5 6.3
Critical Hdwy Stg 1 ------6.15.5-6.15 5.5 -
Critical Hdwy Stg 2 ------6.15.5-6.15 5.5 -
Follow-up Hdwy 2.308 - - 2.2 - - 3.5 4 3.435 3.545 4 3.39
Pot Cap-1 Maneuver 1131 - - 1052 - - 214 242 530 217 245 664
Stage 1 ------480484-637618-
Stage 2 ------623611-466482-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1131 - - 1052 - - 187 230 530 202 233 664
Mov Cap-2 Maneuver ------187230-202233-
Stage 1 ------460464-610613-
Stage 2 ------561606-431462-
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.2 15.1 21.1
HCM LOS C C
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 187 530 1131 - - 1052 - - 332
HCM Lane V/C Ratio 0.03 0.034 0.042 - - 0.008 - - 0.329
HCM Control Delay (s) 24.9 12 8.3 - - 8.4 - - 21.1
HCM Lane LOS C B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 0.1 - - 0 - - 1.4
302
HCM 6th TWSC
10: Waterford Boulevard & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Morning Peak Hour Page 5
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 649 5 28 399 8 46
Future Vol, veh/h 649 5 28 399 8 46
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 90 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 75 75 75 75 75 75
Heavy Vehicles, % 0 0 13 0 0 5
Mvmt Flow 865 7 37 532 11 61
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 872 0 1475 869
Stage 1 - - - - 869 -
Stage 2 - - - - 606 -
Critical Hdwy - - 4.23 - 6.4 6.25
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.317 - 3.5 3.345
Pot Cap-1 Maneuver - - 729 - 141 347
Stage 1 - - - - 414 -
Stage 2 - - - - 548 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 729 - 134 347
Mov Cap-2 Maneuver - - - - 134 -
Stage 1 - - - - 414 -
Stage 2 - - - - 520 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 20.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 134 347 - - 729 -
HCM Lane V/C Ratio 0.08 0.177 - - 0.051 -
HCM Control Delay (s) 34.2 17.6 - - 10.2 -
HCM Lane LOS D C - - B -
HCM 95th %tile Q(veh) 0.3 0.6 - - 0.2 -
303
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 56 474 167 205 586 53 105 205 155 82 284 63
Future Volume (vph) 56 474 167 205 586 53 105 205 155 82 284 63
Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 180 180 250 0 280 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 205 210 190 155
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95
Frt 0.850 0.988 0.935 0.973
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1980 1615 1787 1877 0 1805 3375 0 1805 3484 0
Flt Permitted 0.138 0.204 0.471 0.457
Satd. Flow (perm) 257 1980 1615 384 1877 0 895 3375 0 868 3484 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 178 7 165 31
Link Speed (mph) 40 35 45 45
Link Distance (ft) 1125 2135 1316 1535
Travel Time (s) 19.2 41.6 19.9 23.3
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
Heavy Vehicles (%) 2% 1% 0% 1% 0% 0% 0% 0% 0% 0% 1% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 60 504 178 218 679 0 112 383 0 87 369 0
Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 2 6
Detector Phase 74438 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 9.6 35.2 35.2 11.4 37.0 9.6 23.8 9.6 23.8
Total Split (%) 12.0% 44.0% 44.0% 14.3% 46.3% 12.0% 29.8% 12.0% 29.8%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max
Act Effct Green (s) 33.1 28.0 28.0 37.2 31.7 28.0 23.8 28.0 23.8
Actuated g/C Ratio 0.41 0.35 0.35 0.46 0.40 0.35 0.30 0.35 0.30
v/c Ratio 0.30 0.73 0.26 0.73 0.91 0.30 0.34 0.24 0.35
Control Delay 13.6 29.0 3.9 27.6 40.8 19.9 14.8 19.0 23.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.6 29.0 3.9 27.6 40.8 19.9 14.8 19.0 23.2
LOS BCACD BB BC
Approach Delay 21.8 37.6 16.0 22.4
Approach LOS C D B C
Queue Length 50th (ft) 14 204 0 55 303 37 46 29 74
Queue Length 95th (ft) 31 310 37 #113 #515 73 84 59 114
304
Lanes, Volumes, Timings
1: Van Dyke Road & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1045 2055 1236 1455
Turn Bay Length (ft) 180 180 250 280 145
Base Capacity (vph) 202 759 729 299 766 375 1118 366 1056
Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.30 0.66 0.24 0.73 0.89 0.30 0.34 0.24 0.35
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 26.3 Intersection LOS: C
Intersection Capacity Utilization 68.9% 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: Van Dyke Road & 127th Street
305
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 66 368 34 104 644 116 50 281 78 113 358 132
Future Volume (vph) 66 368 34 104 644 116 50 281 78 113 358 132
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900
Storage Length (ft) 155 0 190 0 250 0 145 0
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 145 110 150 220
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.977 0.967 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1825 0 1805 1856 0 1805 1833 0 1805 1980 1615
Flt Permitted 0.092 0.333 0.258 0.214
Satd. Flow (perm) 175 1825 0 633 1856 0 490 1833 0 407 1980 1615
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 6 12 14 143
Link Speed (mph) 35 35 45 45
Link Distance (ft) 883 1887 980 2247
Travel Time (s) 17.2 36.8 14.8 34.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 3% 0% 0% 0% 0% 0% 0% 1% 0% 1% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 72 437 0 113 826 0 54 390 0 123 389 143
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 48266
Detector Phase 7 4 3 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 22.5
Total Split (s) 9.6 49.4 10.6 50.4 9.6 30.4 9.6 30.4 30.4
Total Split (%) 9.6% 49.4% 10.6% 50.4% 9.6% 30.4% 9.6% 30.4% 30.4%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max C-Max
Act Effct Green (s) 47.6 42.5 50.3 45.4 33.2 28.0 34.3 30.3 30.3
Actuated g/C Ratio 0.48 0.42 0.50 0.45 0.33 0.28 0.34 0.30 0.30
v/c Ratio 0.43 0.56 0.29 0.97 0.23 0.75 0.57 0.65 0.24
Control Delay 19.1 24.1 13.0 52.6 24.3 42.8 35.2 38.5 6.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.1 24.1 13.0 52.6 24.3 42.8 35.2 38.5 6.2
LOS BC BD CD DDA
Approach Delay 23.4 47.8 40.5 30.9
Approach LOS CDDC
Queue Length 50th (ft) 20 193 32 490 23 225 54 229 0
Queue Length 95th (ft) 41 286 59 #760 49 #373 #104 #360 46
306
Lanes, Volumes, Timings
2: Van Dyke Road & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 803 1807 900 2167
Turn Bay Length (ft) 155 190 250 145
Base Capacity (vph) 166 822 389 858 230 523 215 598 588
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.43 0.53 0.29 0.96 0.23 0.75 0.57 0.65 0.24
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 37.3 Intersection LOS: D
Intersection Capacity Utilization 85.9% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: Van Dyke Road & 135th Street
307
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 47 283 134 214 492 101 141 365 131 78 531 50
Future Volume (vph) 47 283 134 214 492 101 141 365 131 78 531 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 105 0 160 0 185 0 180 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 130 125 125 240
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.952 0.974 0.960 0.987
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1785 0 1805 1844 0 1787 1714 0 1752 1806 0
Flt Permitted 0.079 0.167 0.136 0.262
Satd. Flow (perm) 150 1785 0 317 1844 0 256 1714 0 483 1806 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 50 55
Link Distance (ft) 1073 1801 769 1118
Travel Time (s) 20.9 35.1 10.5 13.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 2% 0% 0% 0% 2% 1% 8% 2% 3% 4% 2%
Shared Lane Traffic (%)
Lane Group Flow (vph) 51 454 0 233 645 0 153 539 0 85 631 0
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 9.5 59.3 17.2 67.0 15.0 72.7 10.8 68.5
Total Split (%) 5.9% 37.1% 10.8% 41.9% 9.4% 45.4% 6.8% 42.8%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 54.9 49.9 67.1 59.5 83.0 72.6 75.7 68.9
Actuated g/C Ratio 0.34 0.31 0.42 0.37 0.52 0.45 0.47 0.43
v/c Ratio 0.50 0.82 0.93 0.94 0.66 0.69 0.30 0.81
Control Delay 43.0 62.8 74.1 70.7 35.7 42.0 24.1 51.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.0 62.8 74.1 70.7 35.7 42.0 24.1 51.0
LOS DE EE DD CD
Approach Delay 60.8 71.6 40.6 47.8
Approach LOS E E D D
Queue Length 50th (ft) 30 420 153 631 87 469 46 606
Queue Length 95th (ft) 58 559 #273 #864 134 621 80 #830
308
Lanes, Volumes, Timings
3: U.S. 30 & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 993 1721 689 1038
Turn Bay Length (ft) 105 160 185 180
Base Capacity (vph) 103 611 251 720 236 777 282 777
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.74 0.93 0.90 0.65 0.69 0.30 0.81
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 160
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 55.9 Intersection LOS: E
Intersection Capacity Utilization 90.0% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 3: U.S. 30 & 135th Street
309
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 12 325 56 162 510 112 30 359 117 137 441 8
Future Volume (vph) 12 325 56 162 510 112 30 359 117 137 441 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900
Storage Length (ft) 225 0 285 0 225 220 255 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 175 175 250 300
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.978 0.973 0.850 0.997
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1805 1837 0 1787 1845 0 1805 1852 1615 1805 1806 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1805 1837 0 1787 1845 0 1805 1852 1615 1805 1806 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 55 55
Link Distance (ft) 1528 1614 4667 1415
Travel Time (s) 23.2 24.5 57.9 17.5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles (%) 0% 1% 2% 1% 0% 1% 0% 8% 0% 0% 5% 0%
Shared Lane Traffic (%)
Lane Group Flow (vph) 13 409 0 174 668 0 32 386 126 147 483 0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 2
Detector Phase 7 4 3 8 52216
Switch Phase
Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0
Minimum Split (s) 9.5 24.5 14.5 24.5 9.5 24.5 24.5 9.5 24.5
Total Split (s) 9.5 51.8 27.7 70.0 11.0 50.5 50.5 20.0 59.5
Total Split (%) 6.3% 34.5% 18.5% 46.7% 7.3% 33.7% 33.7% 13.3% 39.7%
Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max
Act Effct Green (s) 5.0 39.6 19.1 59.4 6.7 53.9 53.9 15.4 66.9
Actuated g/C Ratio 0.03 0.26 0.13 0.40 0.04 0.36 0.36 0.10 0.45
v/c Ratio 0.22 0.85 0.77 0.91 0.40 0.58 0.22 0.79 0.60
Control Delay 79.2 68.2 84.3 60.6 84.5 45.7 37.8 94.3 38.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.2 68.2 84.3 60.6 84.5 45.7 37.8 94.3 38.9
LOS E E F E F D D F D
Approach Delay 68.6 65.5 46.2 51.8
Approach LOS E E D D
Queue Length 50th (ft) 13 382 166 583 31 316 89 140 382
Queue Length 95th (ft) 38 491 246 #781 70 463 153 #259 560
310
Lanes, Volumes, Timings
4: U.S. 30 & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Internal Link Dist (ft) 1448 1534 4587 1335
Turn Bay Length (ft) 225 285 225 220 255
Base Capacity (vph) 60 556 276 782 82 665 580 193 805
Starvation Cap Reductn 0 0 0 0 00000
Spillback Cap Reductn 0 0 0 0 00000
Storage Cap Reductn 0 0 0 0 00000
Reduced v/c Ratio 0.22 0.74 0.63 0.85 0.39 0.58 0.22 0.76 0.60
Intersection Summary
Area Type: Other
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 58.2 Intersection LOS: E
Intersection Capacity Utilization 82.3% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 4: U.S. 30 & 127th Street
311
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 160 437 562 208 237 257
Future Volume (vph) 160 437 562 208 237 257
Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900
Storage Length (ft) 90 205 200 0
Storage Lanes 1 1 1 1
Taper Length (ft) 100 195
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1805 2000 2000 1615 1805 1599
Flt Permitted 0.092 0.950
Satd. Flow (perm) 175 2000 2000 1615 1805 1599
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 225 302
Link Speed (mph) 40 45 45
Link Distance (ft) 406 1540 1616
Travel Time (s) 6.9 23.3 24.5
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Heavy Vehicles (%) 0% 0% 0% 0% 0% 1%
Shared Lane Traffic (%)
Lane Group Flow (vph) 188 514 661 245 279 302
Turn Type pm+pt NA NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 4 8 6
Detector Phase 748866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 23.5 23.5 23.5 23.5 23.5
Total Split (s) 16.0 67.0 51.0 51.0 33.0 33.0
Total Split (%) 16.0% 67.0% 51.0% 51.0% 33.0% 33.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Max C-Max
Act Effct Green (s) 55.5 54.5 39.0 39.0 34.5 34.5
Actuated g/C Ratio 0.56 0.54 0.39 0.39 0.34 0.34
v/c Ratio 0.68 0.47 0.85 0.32 0.45 0.40
Control Delay 29.9 14.8 38.4 4.2 30.3 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.9 14.8 38.4 4.2 30.3 5.2
LOS CBDACA
Approach Delay 18.8 29.2 17.2
Approach LOS B C B
Queue Length 50th (ft) 58 183 371 8 140 0
Queue Length 95th (ft) 113 206 429 41 220 50
312
Lanes, Volumes, Timings
5: 127th Street & 248th Avenue 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR
Internal Link Dist (ft) 326 1460 1536
Turn Bay Length (ft) 90 205 200
Base Capacity (vph) 284 1230 910 857 621 749
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.66 0.42 0.73 0.29 0.45 0.40
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 22.7 Intersection LOS: C
Intersection Capacity Utilization 63.0% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 5: 127th Street & 248th Avenue
313
HCM 6th TWSC
6: Vicarage Drive/Edwards Elmhurst Access Drive & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 1
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 606 52 30 688 36 33 0 30 61 0 49
Future Vol, veh/h 16 606 52 30 688 36 33 0 30 61 0 49
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 200 - 145 145 ----0--0
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 66 66 92 92 66 66 92 92 92 66 92 66
Heavy Vehicles, % 0 02200222020
Mvmt Flow 24 918 57 33 1042 55 36 0 33 92 0 74
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1097 0 0 975 0 0 1553 2129 918 2147 2159 549
Stage 1 ------966966-1136 1136 -
Stage 2 ------5871163 - 1011 1023 -
Critical Hdwy 4.1 - - 4.13 - - 7.33 6.53 6.23 7.3 6.53 6.9
Critical Hdwy Stg 1 ------6.13 5.53 - 6.5 5.53 -
Critical Hdwy Stg 2 ------6.53 5.53 - 6.1 5.53 -
Follow-up Hdwy 2.2 - - 2.219 - - 3.519 4.019 3.319 3.5 4.019 3.3
Pot Cap-1 Maneuver 644 - - 705 - - 84 49 328 ~ 32 47 485
Stage 1 ------305332-218276-
Stage 2 ------464268-291312-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 644 - - 705 - - 67 45 328 ~ 27 43 485
Mov Cap-2 Maneuver ------176142-110141-
Stage 1 ------294320-210263-
Stage 2 ------375255-252300-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.3 24.2 72
HCM LOS C F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2
Capacity (veh/h) 176 328 644 - - 705 - - 110 485
HCM Lane V/C Ratio 0.204 0.099 0.038 - - 0.046 - - 0.84 0.153
HCM Control Delay (s) 30.6 17.2 10.8 - - 10.4 - - 118.7 13.8
HCM Lane LOS D C B - - B - - F B
HCM 95th %tile Q(veh) 0.7 0.3 0.1 - - 0.1 - - 4.9 0.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
314
HCM 6th TWSC
7: Van Dyke Road & Hamilton Lane 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 2
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 0 33 13 0 31 48 419 8 27 588 41
Future Vol, veh/h 15 0 33 13 0 31 48 419 8 27 588 41
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - 0 - 0 145 - - 135 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 74 74 74 74 74 74 74 74 74 74 74 74
Heavy Vehicles, % 0 00003000400
Mvmt Flow 20 0 45 18 0 42 65 566 11 36 795 55
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1308 1602 425 1172 - 289 850 0 0 577 0 0
Stage 1 895 895 - 702 --------
Stage 2 413 707 - 470 --------
Critical Hdwy 7.5 6.5 6.9 7.5 - 6.96 4.1 - - 4.18 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 --------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 --------
Follow-up Hdwy 3.5 4 3.3 3.5 - 3.33 2.2 - - 2.24 - -
Pot Cap-1 Maneuver 119 107 583 150 0 705 797 - - 979 - -
Stage 1 306 362 - 400 0 -------
Stage 2 592 441 - 548 0 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 102 95 583 126 - 705 797 - - 979 - -
Mov Cap-2 Maneuver 102 95 - 126 --------
Stage 1 281 349 - 367 --------
Stage 2 511 405 - 487 --------
Approach EB WB NB SB
HCM Control Delay, s 25.9 18.6 1 0.4
HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 797 - - 236 126 705 979 - -
HCM Lane V/C Ratio 0.081 - - 0.275 0.139 0.059 0.037 - -
HCM Control Delay (s) 9.9 - - 25.9 38.1 10.4 8.8 - -
HCM Lane LOS A - - D E B A - -
HCM 95th %tile Q(veh) 0.3 - - 1.1 0.5 0.2 0.1 - -
315
HCM 6th TWSC
8: Van Dyke Road & Norwood Drive 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 3
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 47 5 27 15 10 16 17 412 12 18 539 77
Future Vol, veh/h 47 5 27 15 10 16 17 412 12 18 539 77
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length -----0130--150--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 00000000000
Mvmt Flow 50 5 29 16 11 17 18 438 13 19 573 82
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 913 1139 328 808 1174 226 655 0 0 451 0 0
Stage 1 652 652 - 481 481 -------
Stage 2 261 487 - 327 693 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 232 203 674 276 193 783 942 - - 1120 - -
Stage 1 428 467 - 540 557 -------
Stage 2 727 554 - 665 448 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 211 196 674 252 186 783 942 - - 1120 - -
Mov Cap-2 Maneuver 211 196 - 252 186 -------
Stage 1 420 459 - 530 546 -------
Stage 2 684 543 - 619 440 -------
Approach EB WB NB SB
HCM Control Delay, s 23.8 18.1 0.3 0.2
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 942 - - 274 221 783 1120 - -
HCM Lane V/C Ratio 0.019 - - 0.307 0.12 0.022 0.017 - -
HCM Control Delay (s) 8.9 - - 23.8 23.5 9.7 8.3 - -
HCM Lane LOS A - - C C A A - -
HCM 95th %tile Q(veh) 0.1 - - 1.3 0.4 0.1 0.1 - -
316
HCM 6th TWSC
9: Vicarage Drive & 135th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 4
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 74 431 4 24 751 51 6 0 23 14 0 45
Future Vol, veh/h 74 431 4 24 751 51 6 0 23 14 0 45
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 135 - - 125 ----0---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 00400000008
Mvmt Flow 79 459 4 26 799 54 6 0 24 15 0 48
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 853 0 0 463 0 0 1521 1524 461 1509 1499 826
Stage 1 ------619619-878878-
Stage 2 ------902905-631621-
Critical Hdwy 4.1 - - 4.14 - - 7.1 6.5 6.2 7.1 6.5 6.28
Critical Hdwy Stg 1 ------6.15.5-6.15.5-
Critical Hdwy Stg 2 ------6.15.5-6.15.5-
Follow-up Hdwy 2.2 - - 2.236 - - 3.5 4 3.3 3.5 4 3.372
Pot Cap-1 Maneuver 795 - - 1088 - - 98 119 605 100 123 363
Stage 1 ------480483-345368-
Stage 2 ------335358-472482-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 795 - - 1088 - - 77 105 605 87 108 363
Mov Cap-2 Maneuver ------77105-87108-
Stage 1 ------432435-311359-
Stage 2 ------284349-408434-
Approach EB WB NB SB
HCM Control Delay, s 1.5 0.2 20.4 29.8
HCM LOS C D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 77 605 795 - - 1088 - - 207
HCM Lane V/C Ratio 0.083 0.04 0.099 - - 0.023 - - 0.303
HCM Control Delay (s) 55.9 11.2 10 - - 8.4 - - 29.8
HCM Lane LOS F B B - - A - - D
HCM 95th %tile Q(veh) 0.3 0.1 0.3 - - 0.1 - - 1.2
317
HCM 6th TWSC
10: Waterford Boulevard & 127th Street 11/30/2021
21-272 Bronk Parcel Development Synchro 11 Report
Proposed Weekday Evening Peak Hour Page 5
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 558 21 47 772 12 39
Future Vol, veh/h 558 21 47 772 12 39
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 90 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 69 69 69 69 69 69
Heavy Vehicles, % 0 00003
Mvmt Flow 809 30 68 1119 17 57
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 839 0 2079 824
Stage 1 - - - - 824 -
Stage 2 - - - - 1255 -
Critical Hdwy - - 4.1 - 6.4 6.23
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.327
Pot Cap-1 Maneuver - - 804 - 59 371
Stage 1 - - - - 434 -
Stage 2 - - - - 271 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 804 - 54 371
Mov Cap-2 Maneuver - - - - 54 -
Stage 1 - - - - 434 -
Stage 2 - - - - 248 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 36.2
HCM LOS E
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 54 371 - - 804 -
HCM Lane V/C Ratio 0.322 0.152 - - 0.085 -
HCM Control Delay (s) 100.6 16.4 - - 9.9 -
HCM Lane LOS F C - - A -
HCM 95th %tile Q(veh) 1.1 0.5 - - 0.3 -
318
8678 Ridgefield Road
Crystal Lake, IL 60012
815.459.1260
815.455.0450
www.baxterwoodman.com
info@baxterwoodman.com
Memo
To: Jon Proulx, AICP, Community Development Director
Allen Persons, Public Works Director
From: Steve Amann, P.E., CFM
Date: December 1, 2021 Project No: 212160.80
Subject: Bronk Farm – King’s Crossing Drainage Improvements
Background: During the construction of the house at 12933 Tipperary Lane in the King’s Crossing
Subdivision, a heavy rainfall occurred. The native clay between an adjacent storm sewer trench and
the house excavation gave way. This was replaced and repaired with bentonite clay in order to seal
the foundation off from the storm sewer trench. The repair was not completely successful and as a
result, storm water in the south detention pond runs through the backfill around the storm sewer
and into the foundation excavation. When the south pond level rises during rainfall, this flow
increases significantly. The sump pump in the house runs a significant amount of time, and has been
replaced multiple times by the property owner, Mr. Kevin Kroll.
Proposed Improvements: Pulte Homes proposes to mitigate this problem with their development
of the adjacent Bronk Farm. CEMCON, Ltd. has prepared rough preliminary plans and a storm water
management report outlining these improvements. A new storm sewer will drain the King’s Crossing
pond into the Bronk Farm storm water detention ponds which will accommodate a portion of the
existing detention volume at King’s Crossing. These modifications will lower the King’s Crossing
south pond normal water level by 2.5 feet and reduce the drawdown time during the 100-year event
from 190 hours (almost 8 days) to 88 hours (3-1/2 days). We believe these modifications will help
with Mr. Kroll’s sump pump run time. His stated experience supports this: when the pond is at its
current water level, his sump pump does not run as often. However, there is no guarantee the
proposed improvements will reduce the pump run time. The pond will still rise to near its current
high water level during a 100-year rainfall, and to lower levels during lesser rainfalls, so the sump
pump will still be affected although to a lesser extent.
King’s Crossing Pond Changes: Lowering the normal water level in the King’s Crossing south pond
will expose about 10 feet of pond bank around the perimeter. This will reduce the size of the pond
behind 6 lots on Tipperary Court and the south side of Tipperary Lane. The King’s Crossing plans
show a 5-foot-wide ‘safety shelf’ which would be 6 inches below the new normal water level. The as-
built elevation and width of this shelf are unknown so additional pond bank may be exposed.
Although there will be more land above water as a result, the ground in this area is sloped at 4
horizontal to 1 vertical which is not usable for most passive recreation activities.
319
Jon Proulx, Allen Persons December 1, 2021
Village of Plainfield 212160.80 Page 2
Costs: Pulte Homes’ attorney has suggested that costs for these improvements be evaluated on the
basis of average fee-in-lieu of detention costs under the DuPage County Stormwater Ordinance,
which is $107,000 per acre-foot which includes land, construction and engineering costs. The
CEMCON preliminary analysis indicates about 7.5 acre-feet of storage will be used for King’s Crossing,
bringing the total cost to $802,500. He also indicates the cost of the additional storm sewers to be
$125,000 which he suggests would be included in the $802,500.
More detail is needed regarding the detention volume being shifted from King’s Crossing to the Bronk
Farm. It is not clear that 7.5 acre-feet of storage is being used by King’s Crossing since the additional
storage volume between the current and proposed normal water levels doesn’t appear to be
accounted for. Additionally, the footprints of the Bronk Farm ponds were not enlarged to
accommodate the additional runoff so the land costs should not be included.
We suggest that a more appropriate basis for these improvement costs be the actual estimated
construction costs. Using the full 7.5 acre-feet of storage, the costs to enlarge the detention ponds is
estimated as follows:
Adding the $125,000 for storm sewer pipe costs brings the total cost to $220,000.
Additionally, reseeding of the exposed pond bank in King’s Crossing is estimated to be $2,500.
Please let me know if you have any questions or need any additional information.
C: Yuchen Ding, AICP, LEED AP ND, Associate Planner
Scott Threewitt, P.E., Lead Engineer
I:\Azure\PFLDV\212160-Bronk Farm PER\80-PlanReview\Work\20211201 Bronk Farm King's Crossing Drainage Memo.docx
Earth Excavation 12,500 cu yds 5.00$ 62,500.00$
Topsoil Placement 550 cu yds 5.00$ 2,750.00$
Native Seeding 0.5 acres 5,000.00$ 2,500.00$
67,750.00$
20% 13,550.00$
81,300.00$
10,000.00$
4,000.00$
95,300.00$
Construction Total
Design Engineering
Review Engineering
Project Total
Detention Pond Enlargement Costs
Construction Contingency
Construction Subtotal
320
December 16, 2021
Mr. Christopher R. Morgart, P.E., LEED AP
Vice President
CEMCON, Ltd.
2280 White Oak Circle
Suite 100
Aurora, IL 60502-9675
Subject: Village of Plainfield – Bronk Farm Development
Dear Mr. Morgart:
In accordance with instructions from the Village of Plainfield, we have completed a
preliminary office review of your recent submittal for this project.
The following documents were reviewed:
Existing Agricultural Drain Tile Investigation Plan prepared by Huddleston McBride dated
October 6, 2021;
Preliminary Stormwater Management Analysis and Report dated October 7, 2021;
Preliminary Engineering Plan dated October 8, 2021;
Preliminary Landscape Plans prepared by Signature Design Group dated November 3, 2021;
and
Traffic Impact Study prepared by KLOA, Inc. dated December 1, 2021.
Unless otherwise noted, these items were prepared by CEMCON, Ltd.
The following comments are preliminary in nature and intended only to provide guidance
for future final plan preparations and submittals.
An interim storm water management plan incorporating detention volume for the adjacent
King’s Crossing Subdivision was received and reviewed separately. Since it is not known if
the results of that analysis will be included in the plans for this development, this review
does not reflect that interim plan.
Stormwater Management
1. The discharge from the King’s Crossing Subdivision needs to be incorporated in the storm
water management analysis and design.
2. In the report narrative, the receiving streams should be corrected. The east discharge
(across Van Dyke Road) heads to the East Norman Drain but the southerly discharges end
up in the West Norman Drain.
3. Flow paths need to be shown for the times of concentration calculations.
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Mr. Christopher Morgart, P.E., LEED AP December 16, 2021
CEMCON, Ltd. 212160.80 Page 2
4. A blocked restrictor analysis is needed. This needs to demonstrate that, if the primary
restrictors are blocked, the peak 100-year discharges in developed conditions do not exceed
the peak 100-year discharges in existing conditions.
5. In Table 1:
a. The top heading of the 7th column needs to be corrected to 18 hours; and
b. The Total Proposed Peak Flows for the 2-year event need to be summed correctly.
6. The existing depressional storage in the southeast corner needs to be reflected in the
analysis. The existing conditions analysis suggests the existing release rate is greater than
the maximum allowable developed release, which would mean no additional storage is
required. This needs to be demonstrated.
Traffic Impact Study/Transportation
7. The traffic from this development will reduce the levels of service at several intersections
in the area. Financial contributions from this development to the necessary upgrades at
these intersections would be appropriate.
8. Signal warrants need to be analyzed at the intersection of 127 th Street and Edwards
Elmhurst Access Drive.
9. On Figure 3, Existing Roadway Characteristics, travel lane arrows should be provided at
Vicarage Drive and 135th Street.
10. In the existing conditions description, the intersection of Van Dyke Road and 135 th Street
needs to be correctly described, i.e., an exclusive (not shared) southbound right turn lane.
11. The crash analysis description needs to include the 127th Street and 248th Avenue
intersection.
12. In the Discussion and Recommendations:
a. The U.S. Route 30 with 135th Street paragraph needs to address the 34- and 24-second
delay increases in the westbound left turn movements during the AM and PM peak hours,
respectively; and
b. The 127th Street with Edward Elmhurst Access Road paragraph needs to provide
documentation for the recommended storage and taper lengths.
13. The striped on-street parking stalls along Vicarage Drive will need a variance from Village
Standards.
14. Village standard typical sections need to be used.
Grading and Drainage
15. Overland flood routes are required by ordinance to be at least 10 feet horizontally from
buildings. This will require larger sideyard easements in several locations, and greater
spacing between several of the multi-family dwellings.
16. Overland flow routes need to be shown for all areas. Currently, none are shown for
Vicarage across Outlots A through D or from Hamilton Lane.
17. Storm sewers in side yards require a minimum easement width of 10 feet each side
beyond the outside of the pipe. This will require larger sideyard easements in several
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Mr. Christopher Morgart, P.E., LEED AP December 16, 2021
CEMCON, Ltd. 212160.80 Page 3
locations. If the multi-family dwellings will have below-grade floors, greater spacing will be
needed between them.
18. An outlet is needed for the storm sewers near Lots 34 and 35.
19. Several existing drainage tiles existing adjacent developments are shown as continuing
to serve upland watersheds. Since these would normally be abandoned or rerouted in the
course of those developments, further investigation should be pursued.
20. Greater detail is needed for the area around the south end of Vicarage Drive where
internal overflows are directed into the detention pond and the pond will overflow in the
same location.
21. Additional structures are needed where storm sewers cross roads since curb castings
can’t provide maintenance access.
22. The detention pond setbacks required by the Illinois Highway Code need to be examined
and applied where appropriate.
Water Distribution System
23. Final water main sizing and required connections to the existing system are pending the
results of an ongoing water system analysis.
Sanitary Sewers
24. Calculations are needed to demonstrate the proposed 10-inch sewers will have self-
cleansing velocities.
Landscape Plan
25. We strongly recommend that rip-rap and mowed turf grass not be used for detention
pond banks.
26. Species will need to be listed and apportioned for all ground covers and seed mixes.
27. Live plants and waterfowl exclusion netting will be needed for all zones below the normal
water level.
28. The “under water land bridge” on Sheet L.105 needs to be described more fully (including
its purpose) and shown to comply with Village requirements.
29. The Naturalized SWM Basin – Typical Section and the applicable engineering details need
to match.
30. The final plans will need to include a detailed monitoring and maintenance plan for all
native vegetation, including performance standards and a minimum 3-year duration.
General
31. The Village’s recently-updated standard details should be used in the final plans.
323
Mr. Christopher Morgart, P.E., LEED AP December 16, 2021
CEMCON, Ltd. 212160.80 Page 4
Our review did not include field verification of existing conditions, elevations, grades and/or
topography as shown on the plan, and we disclaim responsibility for any errors or omissions.
This review also does not include any additional comments or issues that may be raised by
other Village departments or reviewing entities. The developer and design engineers are not
relieved of any responsibility for the correctness of the existing field conditions and the
design of the project improvements because of our review and the subsequent approval of
the plans and specifications by the Village.
If you have any questions or need additional information, please contact us.
Sincerely,
BAXTER & WOODMAN, INC.
CONSULTING ENGINEERS
Stephen R. Amann, P.E., CFM
Development Assistance Department Manager
C: Jonathan Proulx, AICP, Community Development Director
Yuchen Ding, AICP, LED AP ND, Associate Planner
Scott Threewitt, P.E., Lead Engineer
Mary Ludemann, Plainfield Fire Protection District
Matt Brolley, P.E., Land Entitlement Manger – Illinois Division, Pulte Homes
Russell G. Whitaker, III, Rosanova & Whitaker, Ltd.
I:\Azure\PFLDV\212160-Bronk Farm PER\80-PlanReview\Work\20211216 Preliminary Review 1.docx
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