2020-11-04 - Planning and Zoning Commission - Agenda Packet
Meeting of the Village of Buffalo Grove
Planning and Zoning Commission
Regular Meeting
November 4, 2020 at 7:30 PM
Fifty Raupp Blvd
Buffalo Grove, IL 60089-2100
Phone: 847-459-2500
I. Call to Order
2. Open Meetings Act Compliance
Pursuant to orders issued in response to the COVID-19 pandemic, this Public Hearing is
closed to in-person, public attendance. The hearing is being held via Zoom web
conference meeting, which permits the public to fully participate in the virtual Public
Hearing via Zoom on a computer, tablet or phone. Details on how to access and
participate in this online virtual hearing are available below. More information
pertaining to the meeting information and links to the virtual meeting can be found at:
You are invited to a Zoom webinar.
When: Nov 4, 2020 07:30 PM Central Time (US and Canada)
Topic: PZC
Please click the link below to join the webinar:
<https://us02web.zoom.us/j/84068673693>
Or iPhone one-tap :
US: +13126266799,,84068673693# or +19294362866,,84068673693#
Or Telephone:
Dial(for higher quality, dial a number based on your current location):
US: +1 312 626 6799 or +1 929 436 2866 or +1 301 715 8592 or +1 253 215
8782 or +1 346 248 7799 or +1 669 900 6833
Webinar ID: 840 6867 3693
International numbers available: <https://us02web.zoom.us/u/kvQ7jFZcy>
II. Public Hearings/Items For Consideration
1. Consider Variations from the Sign Code to Allow for Two Wall Signs at 960 S Buff alo
Grove Rd. (Trustee Weidenfeld) (Staff Contact: Nicole Woods)
2. Consider an Amendment to Ordinance 83-8 for a New Outbuilding, Special Use for a
Drive-Through Facility, and a Preliminary Plan Approval with Variations to the Zoning
Ordinance and Sign Code at Spoerlein Commons Shopping Development at 1131 -1271
McHenry Road. (Trustee Johnson) (Staff Contact: Nicole Woods)
III. Regular Meeting
A. Other Matters for Discussion
B. Approval of Minutes
1. Planning and Zoning Commission - Regular Meeting - Oct 21, 2020 7:30 PM
C. Chairman's Report
D. Committee and Liaison Reports
E. Staff Report/Future Agenda Schedule
F. Public Comments and Questions
IV. Adjournment
The Planning and Zoning Commission will make every effort to accommodate all items on the
agenda by 10:30 p.m. The Board, does, however, reserve the right to defer consideration of
matters to another meeting should the discussion run past 10:30 p.m.
The Village of Buffalo Grove, in compliance with the Americans with Disabilities Act, requests that
persons with disabilities, who require certain accommodations to allow them to observe and/or
participate in this meeting or have questions about the accessibility of the meeting or facilities,
contact the ADA Coordinator at 459-2525 to allow the Village to make reasonable
accommodations for those persons.
Updated: 10/30/2020 12:51 PM Page 1
Action Item : Consider Variations from the Sign Code to Allow for
Two Wall Signs at 960 S Buffalo Grove Rd.
Recommendation of Action
Staff recommends approval, subject to the conditions in the attached staff report.
The Petitioner, Jennifer Boenzi on behalf of Nino's Pizzeria at 960 S Buffalo Grove Rd is seeking to install
two wall signs on the east and north elevations of the Nino's Pizzeria Building. Variations are required to
allow for the two wall signs to exceed the number of permitted wall signs; exceed the maximum permitted
sign length; and exceed the maximum permitted sign area.
ATTACHMENTS:
Staff Report (DOCX)
Plan Set (PDF)
Trustee Liaison Staff Contact
Weidenfeld Nicole Woods, Community Development
Wednesday, November 4,
2020
2.1
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VILLAGE OF BUFFALO GROVE
PLANNING & ZONING COMMISSION
STAFF REPORT
MEETING DATE: November 4, 2020
SUBJECT PROPERTY LOCATION: 960 S Buffalo Grove Road
PETITIONER: Jennifer Boenzi on behalf of Nino’s Pizzeria
PREPARED BY: Rati Akash, Village Planner
REQUEST: The petitioner is seeking variations from the Sign Code for an
east elevation wall sign which exceeds the length of the sign,
and exceeds the maximum permissible area of the sign; and a
north elevation wall sign which exceeds the number of wall
signs permitted, exceeds the length of the sign, and exceeds
the maximum permissible area of the sign.
EXSITING LAND USE AND ZONING: The property is improved with a Nino’s Pizzeria (Restaurant) and
is zoned B-2 Business District
COMPREHENSIVE PLAN: The Village of Buffalo Grove Comprehensive Plan calls for this
property to be a commercial use
PROJECT BACKGROUND
The Petitioner, Jennifer Boenzi on behalf
of Nino’s Pizzeria at 960 S Buffalo Grove
Rd is seeking to install two wall signs on
the east and north elevations of the
Nino’s Pizzeria Building which requires
the following variations:
East elevation wall sign
1. Section 14.16, which exceeds the
length of the wall sign.
2. Section 14.16, which exceeds the
maximum permissible area of
the sign.
North elevation wall sign
1. Section 14.16, which exceeds the
number of wall signs permitted.
2. Section 14.16, which exceeds the length of the wall sign.
3. Section 14.16, which exceeds the maximum permissible area of the sign.
2.1.a
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PLANNING & ZONING ANALYSIS
Length
Nino’s Pizzeria have recently proposed façade improvements to the existing building at 960 S
Buffalo Grove Road. The proposed wall signs are part of these improvements.
The east and north elevation wall signs are LED powered signs.
East elevation:
The east elevation wall sign measures 24’-1” in length, and exceeds the required 33% of the 60’
store frontage by 4’-1”.
North elevation:
The north elevation wall sign measures 21’-6” in length, and exceeds the required 33% of the 49’-
6” store frontage by 5’-1”.
The north elevation wall sign exceeds the maximum permissible wall signs per development. Only
one wall sign is permitted per Code.
Size
East elevation:
The proposed wall sign measures 82.28 square
feet in area.
The proposed wall sign exceeds the permissible
sign area of 42.67 square feet by 39.61 square
feet.
North elevation:
The proposed wall sign measures 60 square feet in area.
The proposed wall sign exceeds the permissible sign area
of 25.6 square feet by 34.4 square feet.
Variation Requested
East elevation wall sign
1. Section 14.16, which exceeds the length of the wall sign.
2. Section 14.16, which exceeds the maximum permissible area of the sign.
North elevation wall sign
1. Section 14.16, which exceeds the number of wall signs permitted.
2. Section 14.16, which exceeds the length of the wall sign.
3. Section 14.16, which exceeds the maximum permissible area of the sign.
SURROUNDING PROPERTY OWNERS
Pursuant to Village Code, the surrounding property owners within 250’ were notified and a public hearing
sign was posted on the subject property. The posting of the public hearing sign and the mailed
notifications were completed within the prescribed timeframe as required. As of the date of this Staff
East elevation
North elevation
2.1.a
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Report, the Village has received two calls from the surrounding properties, however no concerns were
raised.
STANDARDS
The Planning & Zoning Commission is authorized to make a recommendation to the Village Board based
on the following criteria:
A. Except for Prohibited signs (Chapter 14.32), the Village Planning & Zoning Commission may
recommend approval or disapproval of a variance from the provisions or requirements of this
Title subject to the following:
1. The literal interpretation and strict application of the provisions and requirements of this Title
would cause undue and unnecessary hardships to the sign user because of unique or unusual
conditions pertaining to the specific building, parcel or property in question; and
2. The granting of the requested variance would not be materially detrimental to the property
owners in the vicinity; and
3. The unusual conditions applying to the specific property do not apply generally to other
properties in the Village; and
4. The granting of the variance will not be contrary to the purpose of this Title pursuant to
Section 14.04.020
B. Where there is insufficient evidence, in the opinion of the Planning & Zoning Commission, to
support a finding under subsection (A), but some hardship does exist, the Planning & Zoning
Commission may consider the requirement fulfilled if:
1. The proposed signage is of particularly good design and in particularly good taste; and
2. The entire site has been or will be particularly well landscaped.
The petitioner shall provide a response to the standards at the public hearing.
STAFF RECOMMENDATION
Staff recommends approval of the variation for the size and length for the east elevation wall sign; and
the number of signs, size and height of the north elevation wall sign provided:
1. The proposed wall sign must be installed in accordance with the documents and plans submitted
as part of this petition.
ACTION REQUESTED
The Planning & Zoning Commission (PZC) shall open the public hearing and take public testimony
concerning the variation. The PZC shall make a recommendation to the Village Board concerning the
variation requests.
Suggested PZC Motion
PZC recommends approval for variations to Section 14.16 of the Buffalo Grove Zoning Code to allow for an
east elevation wall sign to exceed the maximum permissible length by 4’-1”, and to exceed the size of the
sign by 39.61 square feet; and for a north elevation sign to exceed the maximum permissible number of
signs, to exceed the maximum permissible length by 5’-1”, and to exceed the size of the sign by 34.4 square
feet. The wall signs shall be installed in accordance with the documents and plans submitted as part of this
petition.
2.1.a
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2.1.b
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2.1.b
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I HAVE PROOFED MY ORDER FOR SPELLING, GRAMMAR, LOCATION AND PRINT COLORS AND APPROVE THE FINISHED JOB. I REQUEST THAT PRODUCTION BEGIN AND UNDERSTAND THAT I AM
RESPONSIBLE FOR ERRORS AND FURTHER CHANGES.
YES. This artwork proof and its details are correct.
NO. This artwork proof is not correct. See changes indicated (A new proof will be re-sent with changes for approval.)
AUTHORIZED SIGNATURE DATE
SIGN (1) FACING NORTH
SIGN (2) FACING
EAST
EAST NORTH
2.1.b
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X X XX XX
W G . N O .S H E E T
TASK NO.
XXX
ECT NO.QTY.
TYPE:
YPE:
The concept illustrated is for representational purposes only.
Structural, resolution, and/or specification changes may
occur during the design and implementation process that
may result in changes from this illustration. Environmental
conditions at the site may a ect final results.
This drawing remains the exclusive property of
Sign Central. It is submitted for your consideration in the
purchase of the product(s). This design cannot be copied
in whole or in part, altered or exhibited in any manner
without written permission of Sign Central.
Exceptions are previously copyrighted artwork
supplied by client.
-
PROJECT TITLE
ORDER TITLE:
Building ID
City/State
Buffalo Grove, IL PHONE NUMBER
WING DATE SALES REPXX PROJECT MGR.
REVISION HISTORY
DATE PREV DRWG DESCRIPTION
34039 N. Hainesville Road
Round Lake, IL 60073
847.543.7 600
Nino’s Pizzeria and Catering
Est. 1987
24’
64”
258”
33.5”12”
5.5”
2.1.b
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X X XX XX
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TASK NO.
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TYPE:
YPE:
The concept illustrated is for representational purposes only.
Structural, resolution, and/or specification changes may
occur during the design and implementation process that
may result in changes from this illustration. Environmental
conditions at the site may a ect final results.
This drawing remains the exclusive property of
Sign Central. It is submitted for your consideration in the
purchase of the product(s). This design cannot be copied
in whole or in part, altered or exhibited in any manner
without written permission of Sign Central.
Exceptions are previously copyrighted artwork
supplied by client.
-
PROJECT TITLE
ORDER TITLE:
Building ID
City/State
Buffalo Grove, IL PHONE NUMBER
WING DATE SALES REPXX PROJECT MGR.
REVISION HISTORY
DATE PREV DRWG DESCRIPTION
34039 N. Hainesville Road
Round Lake, IL 60073
847.543.7 600
Nino’s Pizzeria and Catering
Est. 1987
20’
40’
64”
289”
41”15”
8”
2.1.b
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X X XX XX
TASK NO.
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ECT NO.QTY.
TYPE:
YPE:
The concept illustrated is for representational purposes only.
Structural, resolution, and/or specification changes may
occur during the design and implementation process that
may result in changes from this illustration. Environmental
conditions at the site may a ect final results.
This drawing remains the exclusive property of
Sign Central. It is submitted for your consideration in the
purchase of the product(s). This design cannot be copied
in whole or in part, altered or exhibited in any manner
without written permission of Sign Central.
Exceptions are previously copyrighted artwork
supplied by client.
PROJECT TITLE
ORDER TITLE:
Building ID
City/State
Buffalo Grove, IL PHONE NUMBER
WING DATE SALES REPXX PROJECT MGR.
REVISION HISTORY
DATE PREV DRWG DESCRIPTION
34039 N. Hainesville Road
Round Lake, IL 60073
847.543.7 600
Nino’s Pizzeria and Catering
2.1.b
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Updated: 10/30/2020 1:10 PM Page 1
Action Item : Consider an Amendment to Ordinance 83-8 for a New
Outbuilding, Special Use for a Drive-Through Facility, and a
Preliminary Plan Approval with Variations to the Zoning Ordinance
and Sign Code at Spoerlein Commons Shopping Development at
1131-1271 McHenry Road.
Recommendation of Action
Staff recommends approval, subject to the conditions in the attached staff report.
The Petitioner, Spoerlein Commons Shopping Development at 1131-1271 McHenry Road, is seeking to
construct a new 2,388 square foot Dunkin Donuts and Baskin Robbins outbuilding with a drive-through.
The proposed project requires: an amendment to Ordinance 83-8 for a new outbuilding; a special use for
a drive-through facility in the B3 Planned Business District; and a preliminary plan approval with variations
to the Zoning Ordinance and Sign Code.
ATTACHMENTS:
Staff Report (DOCX)
Plan Set (PDF)
Trustee Liaison Staff Contact
Johnson Nicole Woods, Community Development
Wednesday, November 4,
2020
2.2
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VILLAGE OF BUFFALO GROVE
PLANNING & ZONING COMMISSION
STAFF REPORT
MEETING DATE: November 4, 2020
SUBJECT PROPERTY LOCATION: 1131-1271 McHenry Road, Buffalo Grove
PETITIONER: Whitestone REIT Operating Partnership LP
PREPARED BY: Rati Akash, Village Planner
REQUEST: Petition to the Village of Buffalo Grove for an amendment to
Ordinance 83-8 for a new Dunkin Donuts outbuilding with a
drive-through facility in Spoerlein Commons Shopping
Development, special use for a drive-through facility in the B3
Planned Business District, a preliminary plan approval with
variations to the Buffalo Grove Zoning Ordinance and Sign Code.
EXSITING LAND USE AND ZONING: Existing Spoerlein Commons Development in the B3 Planned
Business District
COMPREHENSIVE PLAN: The approved Village Comprehensive Plan calls for this
property to be commercial.
PROJECT BACKGROUND
In 1983, the Village approved
Ordinance 83-8 for the Spoerlein
Commons Development. The existing
development consists of
approximately 41,180 square feet of
commercial and office space in
multiple buildings. The original
development was approved with a
second phase allowing for additional
2,000 square feet of retail space.
The second phase was never
constructed and the current owner
(Whitestone REIT Operating
Partnership LP) is seeking an
amendment to the original Ordinance
to allow for the construction of a 2,388
square foot outbuilding with a Dunkin Donuts and Baskin Robins drive-through establishment which will
require the following:
1. Amendment to Ordinance 83-8;
2. Special use for a drive-through facility in the B3 Planned Business District;
3. Preliminary Plan approval with the following variations:
2.2.a
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Zoning Ordinance:
a) A Variation to Section 17.36.040 of the Zoning Ordinance to allow for a reduction to the
minimum number of parking spaces required for both the Spoerlein Commons Development
and the outbuilding.
Sign Code:
a) A Variation to Section 14.16 of the Sign Code to allow for two extra wall signs on the east and
south elevations of the proposed outbuilding.
b) A Variation to Section 14.16 of the Sign Code to allow for the wall signs on the east and south
elevations of the proposed outbuilding to exceed the maximum allowable height of the sign.
PLANNING & ZONING ANALYSIS
Zoning History
The existing property is zoned B3
Planned Business Center, and
Spoerlein Commons Development
was improved in 1983 as part of
Ordinance 83-8. The approved
development included a total of
51,050 square feet of office and
retail space.
The subject property is currently
improved with approximately
41,180 square feet of commercial
and office space in multiple
buildings in the Spoerlein
Commons Development.
The development was approved for two additional outbuildings (2,000 square feet total), which
were never constructed. Based on staff’s research, we have found an approved set of drawings
from 1989 which shows two 1,000 square foot outbuildings (combined total of 2,000 square feet).
PZC Workshop October 26, 2018
At the October 26, 2018 PZC meeting, the owner presented their concept plan for Dunkin Donut
outbuilding to the Commission. Minutes have been attached.
The discussion primarily included the entry and exit out of Route 83 and driveway stacking
requirement which the Petitioner (Owner) has addressed in the Traffic Memo and plan set
attached.
The PZC was supportive of the overall outbuilding orientation and parking, requested for the
traffic counts to be included which has been attached in the traffic memo.
2.2.a
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Site Plan
The owner is seeking an amendment to
the development to allow for the
construction of a new 2,388 square foot
Dunkin Donuts outbuilding with drive-
through facility.
Dunkin Donuts is currently located in
the southwest corner unit of the
existing retail building and is looking to
expand their services by including a
drive-through.
To accommodate the new building,
parking would be relocated to the open
area originally identified for the 2
outbuildings.
There are no changes being made to the
existing buildings.
The proposed new building would be
26’ in height to the top of the tower, 16’
in height to the top of the roof building.
The outbuilding is setback
approximately 91’ from Route 83.
Pursuant to the Zoning Ordinance, the
building is to be setback the same
distance as the height of the building (26’).
The outbuilding meets all the setback requirements as outlined in B3 Planned Business District.
The following is a summary of the proposed development as it relates to the Village’s bulk
requirements:
B3 District Dimensional Requirements Vs Proposed Development
B3 District Requirements Proposed Development
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Front (north) Minimum 26’ Approx. 91’
Rear (south) N/A Approx. 145’
Side (east) N/A N/A
Side (west) N/A Approx. 31’
Building Height N/A 26’ top of the tower, 16’ top of the
roof building height
Parking & Traffic
The proposed outbuilding of 2,388 square feet with a drive-through will be located along Route
83 in the west portion of the site.
Access into Spoerlein Commons and the outbuilding will remain the same with access points on
the South from Route 83, access on the west from Courtland Drive, and access on the east from
Ranchview Court.
2.2.a
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The petitioner has provided a traffic analysis from Kimley Horn consultants who have indicated
that the existing traffic conditions can accommodate the Dunkin Donuts outbuilding with the
drive-through facility.
The existing development currently has 161 parking spaces for the 41,180 square foot
development, which does not meet our current code requirements.
It should be noted that the 161 parking spaces were intended to serve both the existing 41,180
square feet but also the additional 2,000 square feet, which was not built. As a result of the
change, a total net increase in square footage would be approximately 800 square feet.
With the proposed outbuilding for Dunkin Donuts a total of 164 parking spaces will be provided.
As per Section 17.36.040 a variance will be required for the parking requirements based on the
existing and future tenant uses with a deficit of 40 parking spaces. However, it should be noted
that the parking supply provided is able to accommodate the Spoerlein Commons at full
occupancy and the proposed Dunkin Donuts outbuilding with a drive through establishment as
per the parking analysis provided by Kimley Horn consultants.
Staff also had our Village traffic consultant, Gewalt Hamilton & Associates (GHA) to review the
parking memo and proposed plans. GHA found that the proposed development would provide
sufficient parking.
Drive-through
The proposed 2,388 square foot Dunkin Donut
outbuilding includes a drive through.
Pursuant to the Zoning Code in the B-3 Planned Business
District, eating and drinking establishments that have a
drive-through require a special use permit.
Additionally, the drive-through must have a stacking of
10 vehicles. The proposed Dunkin Donuts outbuilding
provides stacking of 10 vehicles lined up against the
west property line and meets Code.
The proposed stacking of 10 vehicles and the orientation
of the parking lot on the North allows for effective traffic
circulation within the Spoerlein Commons Development
as depicted in the traffic analysis.
Stormwater
The petitioner has provided a preliminary storm water report.
The proposed project meets the storm water requirements.
The preliminary engineering plans as proposed have been reviewed by the Village Engineer. As a
condition of approval, final engineering will have to be submitted in a manner acceptable to the
Village.
Landscaping
The petitioner has proposed trees and shrubs in the landscape islands as depicted in the plan set.
The Village Forester has reviewed the landscape plan and is supportive of the trees in the
landscape islands which will provide shade and mitigate storm water run-off as well.
2.2.a
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Building Elevations
The proposed elevations of the outbuilding
include an overall building height of 16’
including the sloping roof, and a 26’ tall tower
with a cross roof towards south portion of the
building.
The proposed outbuilding will comprise of
white siding in attempt to match the existing Spoerlein
Commons color scheme. The tower has the Dunkin
Donuts orange brand color to complement the white
siding.
Overall, Staff finds that the elevations are nicely done
and supports the appearance of the new outbuilding.
Signs
The petitioner is proposing a total of five signs which include 2 wall signs (Dunkin and Baskin
Robbins), 1 channel letter wall sign, one clearance bar, and a menu board sign.
The 2 wall signs on the tower and one channel letter wall sign on the building require a variance
to allow for 2 extra wall signs. Pursuant to the Sign Code only 1 wall sign is permitted per
development.
The 2 wall signs on the tower building require a variance for height.
The clearance bar, menu board sign and channel letter wall sign meet all
requirements of the Sign Code.
Tower Sign
The Petitioner is proposing 2 wall signs on the east and south elevations
on the tower of the Dunkin Donuts building which requires a variance.
East Elevation Sign:
The east elevation wall sign measures 6’-5” in height and 4’ in length
which includes both Dunkin Donut and the Baskin Robins Sign.
The east elevation wall sign exceeds the maximum permissible height of
the sign by 10”, and hence requires a variance.
This sign otherwise meets all the Code requirements.
South Elevation Sign:
The south elevation wall sign measures 6’-5” in height and 8’-10” in
length which includes both Dunkin Donut and Baskin Robins Sign.
The south elevation wall sign exceeds the maximum permissible height
of the sign by 10”, and hence requires a variance.
East elevation wall sign
South elevation wall sign
2.2.a
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APPROVALS REQUIRED
1) Amendment to Ordinance 83-8.
The petitioner is seeking an amendment to the original Ordinance to allow for the
construction of a 2,388 square foot outbuilding with a Dunkin Donuts and Baskin Robins drive-
through establishment.
2) Special Use.
The petitioner is seeking a special use for a drive-through facility in the B3 Planned Business
District.
Standards
The following are the standards for a special use and the Petitioner has addressed the special
use standards in the memo to the PZC.
1. The special use will serve the public convenience at the location of the subject property;
or the establishment, maintenance or operation of the special use will not be detrimental
to or endanger the public health, safety, morals, comfort, or general welfare;
2. The location and size of the special use, the nature and intensity of the operation involved
in or conducted in connection with said special use, the size of the subject property in
relation to such special use, and the location of the site with respect to streets giving
access to it shall be such that it will be in harmony with the appropriate, orderly
development of the district in which it is located;
3. The special use will not be injurious to the use and enjoyment of other property in the
immediate vicinity of the subject property for the purposes already permitted in such
zoning district, nor substantially diminish and impair other property valuations with the
neighborhood;
4. The nature, location and size of the buildings or structures involved with the
establishment of the special use will not impede, substantially hinder or discourage the
development and use of adjacent land and buildings in accord with the zoning district
within which they lie;
5. Adequate utilities, access roads, drainage, and/or other necessary facilities have been or
will be provided;
6. Parking areas shall be of adequate size for the particular special use, which areas shall be
properly located and suitably screened from adjoining residential uses, and the entrance
and exit driveways to and from these parking areas shall be designed so as to prevent
traffic hazards, eliminate nuisance and minimize traffic congestion in the public streets.
3) Preliminary Plan approval with the following variations:
A. Variation to the Zoning Ordinance.
A Variation to Section 17.36.040 of the Zoning Ordinance to allow for a reduction to the
minimum number of parking spaces required for both the Spoerlein Commons building
and the outbuilding.
With the proposed outbuilding for Dunkin Donuts a total of 164 parking spaces will be
provided for the outbuilding and the Spoerlein Commons Development. A variance will
be required for the parking requirements based on the existing and future tenant uses
2.2.a
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with a deficit of 40 parking spaces. However, it should be noted that the parking supply
provided is able to accommodate the Spoerlein Commons at full occupancy and the
proposed Dunkin Donuts outbuilding with a drive through establishment as per the
parking analysis provided by Kimley Horn consultants. Staff also had our Village traffic
consultant, Gewalt Hamilton & Associates (GHA) to review the traffic anlaysis. GHA found
that the proposed development would provide sufficient parking.
Standards
The following are the applicable standards for a variation and the petitioner shall
address the required standards for a variation during the meeting.
1. The property in question cannot yield a reasonable return if permitted to be used
only under the conditions allowed by the regulations of the zoning district in which
it is located except in the case of residential zoning districts;
2. The plight of the owner is due to unique circumstances;
3. The proposed variation will not alter the essential character of the neighborhood.
B. Variations to the Sign Code.
A Variation to Section 14.16 of the Sign Code to allow for two extra wall signs on the east
and south elevations of the proposed outbuilding
The petitioner has proposed 3 wall signs for the Dunkin Donuts outbuilding, only 1 wall
sign is permitted per development as per the Sign Code. The two extra signs on the South
and East elevation will require a variance.
A Variation to Section 14.16 of the Sign Code to allow for the wall signs on the east and
south elevations of the proposed outbuilding to exceed the maximum allowable height of
the sign.
The east and south elevation signs on the tower building measure 6’-5” in height and
exceeds the maximum permissible height of the sign by 10”.
Standards
The Planning & Zoning Commission is authorized to make a recommendation to the
Village Board for a variation to the Sign Code based on the following criteria. During the
meeting, the petitioner shall address the required standards for a variation.
A. Except for Prohibited signs (Chapter 14.32), the Village Planning & Zoning Commission
may recommend approval or disapproval of a variance from the provisions or
requirements of this Title subject to the following:
1. The literal interpretation and strict application of the provisions and
requirements of this Title would cause undue and unnecessary hardships to
the sign user because of unique or unusual conditions pertaining to the
specific building, parcel or property in question; and
2. The granting of the requested variance would not be materially detrimental
to the property owners in the vicinity; and
3. The unusual conditions applying to the specific property do not apply
generally to other properties in the Village; and
2.2.a
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4. The granting of the variance will not be contrary to the purpose of this Title
pursuant to Section 14.04.020
B. Where there is insufficient evidence, in the opinion of the Planning & Zoning
Commission, to support a finding under subsection (A), but some hardship does exist,
the Planning & Zoning Commission may consider the requirement fulfilled if:
1. The proposed signage is of particularly good design and in particularly good
taste; and
2. The entire site has been or will be particularly well landscaped.
PUBLIC COMMENTS
Pursuant to Village Code, the contiguous property owners were notified and a public hearing sign was
posted on the subject property. The posting of the public hearing sign and the mailing of the notifications
were both completed within the required timeframe. As of the date of this Staff Report the Village has
had a 6 inquiries some of whom requested more information on the project.
DEPARTMENTAL REVIEWS
Village
Department
Comments
Engineering The Village Engineer has reviewed the proposed plans and has no specific comments
regarding the preliminary plans. Final engineering will be required prior to the start of
construction.
Fire
Department
The Fire Department has reviewed the proposed plans and has no specific comments
regarding the preliminary plans.
Forestry
Department
The Forestry Department has reviewed the proposed plans and has no specific
comments regarding the preliminary plans.
STAFF RECOMMENDATION
Staff recommends approval of the amendment to Ordinance 83-8 for a new Dunkin Donuts outbuilding in
the Spoerlein Commons development which is in the B3 Planned Business District; special use for a drive-
through facility in the B3 Planned Business District; preliminary plan approval with variations to the
reduction in the number of parking spaces, and allowing for 2 extra wall signs on the outbuilding, and
allowing for the east and south elevation wall signs to exceed the height of the sign by 10” provided:
1. The proposed development shall be developed in substantial conformance to the plans attached as
part of the petition.
2. The final engineering plans shall be submitted in a manner acceptable to the Village.
3. All conditions of Ordinance 83-8, except those amended by this project, shall remain in full force and
effect.
4. The special use granted may be assignable to subsequent petitioners seeking assignment of this
special use as follows:
i. Upon application of a petition seeking assignment of this special use, the Village of
Buffalo Grove, in their sole discretion, may approve the assignment administratively,
or may refer it to the Planning & Zoning Commission and/or the Village Board for a
public hearing.
2.2.a
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ii. Such assignment shall be valid only upon the written approval of the Village of Buffalo
Grove granting said assignment, which may be granted or denied for any reason.
ACTION REQUESTED
The Planning & Zoning Commission (PZC) shall reopen the public hearing and take public testimony
concerning the revised plans. The PZC shall make a recommendation to the Village Board.
Suggested PZC Motion
PZC recommends approval of approval of the amendment to Ordinance 83-8 for a new Dunkin Donuts
outbuilding in the Spoerlein Commons development which is in the B3 Planned Business District; special
use for a drive-through facility in the B3 Planned Business District; preliminary plan approval with
variations to the reduction in the number of parking spaces, and allowing for 2 extra wall signs on
outbuilding and allowing for the east and south elevation wall signs to exceed the height of the sign by
10” provided:
1. The proposed development shall be developed in substantial conformance to the plans attached
as part of the petition.
2. The final engineering plans shall be submitted in a manner acceptable to the Village.
3. The special use granted may be assignable to subsequent petitioners seeking assignment of this
special use as follows:
i. Upon application of a petition seeking assignment of this special use, the Village
of Buffalo Grove, in their sole discretion, may approve the assignment
administratively, or may refer it to the Planning & Zoning Commission and/or the
Village Board for a public hearing.
ii. Such assignment shall be valid only upon the written approval of the Village of
Buffalo Grove granting said assignment, which may be granted or denied for any
reason.
2.2.a
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20789 North Pima Road, Suite 210 • Scottsdale, Arizona 85255 • www.whitestonereit.com
September 25,2020
Planning and Zoning Commission
Village of Buffalo Grove
50 Raup Boulevard
Buffalo Grove, Illinois 60089
Re: Spoerlein Commons Dunkin’ Donuts Drive Thru
Background
Spoerlein Commons was planned and developed as part of the Spoerlein Farm development. The
plan was proposed by Midwest Development and approved by the Village of Buffalo Grove in 1983.
Part of the approved commercial center plan included two small free standing buildings located along
the western most part of the center. During the development of the property the plan for those
building was modified to what is illustrated on the proposed Concept Plan as Proposed Future
Building Expansion. Our research indicates that this is the current record plan of development. Those
two buildings totaled approximately 4,480 sq. ft. and were never built.
Spoerlein Commons was purchased by Whitestone REIT in 2009. Since that time Whitestone has
concentrated on property maintenance, some improvements and stabilizing the tenant base. One of
the long-term tenants, Dunkin Donuts, has expressed the need for a drive thru facility to serve the
growing morning demand for quick serve coffee and breakfast. That market need has caused several
planning exercises to accommodate Dunkin Donuts. The attached plan is the one preferred by
Whitestone and their client.
The Concept Plan
A Concept Plan was prepared and presented to the Planning & Zoning Commission in November,
2018. That Concept Plan illustrated that in lieu of the previously approved buildings, the proposal
would satisfy the need for a drive thru with a proposed 2,800 sq. ft. building. The new building
would house Dunkin Donuts and Baskin Robbins. This would require the reconfiguration of some of
the existing parking lot with no loss of the total number of parking spaces. The building’s drive thru
would accommodate stacking for 9 cars. The drive thru would minimize peak time parking conflicts
with no additional impact on the other retail and office users. A Parking Study was authorized and
concluded that the parking is adequate for the existing uses and for the proposed. The reconfigured
parking would be more convenient to these other tenants.
Very preliminary building elevations, landscape and civil engineering were also presented to support
the Concept.
2.2.b
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2600 South Gessner Suite 500 • Houston, Texas 77063 • Toll Free 866.789.7348 • Fax 713.465.8847 • www.whitestonereit.com 2
While the Commission was generally favorable, considerable detail and some refinement were
necessary. Those details and refinements have been completed and a full set of Plans and studies are
part of this submittal for review, comment and approval.
Refined Submittal
The refined submittal consists of a 14 page set of drawings which includes a site plan, architecture,
civil engineering and landscape plans. Also included are a Parking Memo, Traffic Memo, Driveway
Spacing Exhibit and a Preliminary Storm Water Management Report. These exhibits and reports
respond to the comments from the Commission during the Concept Plan review as outlined below.
Parking/Stacking
With the completion of the architecture and more detailed site plan address:
•Designate employee parking near drive thru stacking- the revised site plan has
reconfigured the drive thru stacking to eliminate conflicts with the parking field
•Parking area for drive thru waiting- illustrated on the revised site plan
•Coordinate handicap spaces with building entry(ies)-Illustrated on the revised site plan
•Drive thru stacking- Stacking has been revised to show 10 stacking in the drive thru
Traffic/Circulation
•Traffic counts on Rt. 83- Addressed in the Traffic Memo
•Internal circulation- in/out at main entry and each of the other two- Addressed in the Traffic
Memo
•Main entry location and/or minor modifications to improve circulation- Driveway Spacing
Exhibit illustrates the potential conflicts which occur with a relocated driveway. The
Traffic Memo addresses other modifications.
•With sign package- internal wayfinding- The wayfinding signage is illustrated on the site
plan.
Architecture
•Seating capacity inside and patio- Noted on the architecture
•Building height- compare to existing- Noted on the architecture
•Location of order box- Illustrated on the Site Plan
•Details as required for submittal- Considerable detail included.
Operations
•Cook to order? Time to complete/stacking?
•Manager should attend Hearing- Manager will attend and address operations
Civil Engineering
•Detention details-Addressed in the Storm Water Report
2.2.b
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Other
•Need sign package and landscape plan- Included in the package.
Note that the concepts discussed with the Concept Plan are largely maintained with the more detailed
plans. The proposed building was reduced in size from 2,800 sf to 2,388 sf. With the more detailed
planning efforts the layout and circulation have been improved.
We understand that the drive thru requires a Special Use permit. The standards for reviewing that
aspect of the proposal are as follows:
All special uses shall meet the following criteria:
1.The special use will serve the public convenience at the location of the subject property; or
the establishment, maintenance or operation of the special use will not be detrimental to or
endanger the public health, safety, morals, comfort, or general welfare;
The restaurant use is existing. They have many customers who park and run in, run
out for service. The drive thru will serve those customers without impacting the
provided parking. It represents an improvement and therefore is not detrimental.
2.The location and size of the special use, the nature and intensity of the operation involved
in or conducted in connection with said special use, the size of the subject property in
relation to such special use, and the location of the site with respect to streets giving access
to it shall be such that it will be in harmony with the appropriate, orderly development of
the district in which it is located;
The freestanding drive thru restaurant is smaller than the previously approved “out
lots”. Therefore is in harmony with the appropriate, orderly development of the
shopping center.
3.The special use will not be injurious to the use and enjoyment of other property in the
immediate vicinity of the subject property for the purposes already permitted in such
zoning district, nor substantially diminish and impair other property valuations in the
neighborhood;
The proposed is an improvement to the functionality of the shopping center for
reasons noted above. It is not injurious to the use and enjoyment nor will it impair the
property values in the neighborhood.
4.The nature, location and size of the buildings or structures involved with the establis hment
of the special use will not impede, substantially hinder or discourage the development and
use of adjacent land and buildings in accord with the zoning district within which they lie;
2.2.b
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2600 South Gessner Suite 500 • Houston, Texas 77063 • Toll Free 866.789.7348 • Fax 713.465.8847 • www.whitestonereit.com 4
The establishment of this drive thru has no impact on adjacent land and uses. Note
that is located immediately adjacent to a drive thru car wash on a neighboring
property.
5.Adequate utilities, access roads, drainage, and/or other necessary facilities have been or
will be provided;
The proposed engineering plan and traffic study addresses all the necessary facilities.
They are adequate.
6.Parking areas shall be of adequate size for the particular special use, which areas shall be
properly located and suitably screened from adjoining residential uses, and the entrance and
exit driveways to and from these parking areas shall be designed so as to prevent traffic
hazards, eliminate nuisance and minimize traffic congestion in the public streets.
The parking and traffic studies address this point and find all related
infrastructure to be adequate.
To summarize the Special Use request, we believe that it in keeping with the overall Spoerlein
Commons Shopping Center with no negative impacts.
The Planning Staff has identified two variations to the Village Zoning Code in order to permit the
development as submitted. They are as follows:
Zoning Ordinance:
a)A Variation to Section 17.36.040 of the Zoning Ordinance to allow for a reduction to the
minimum number of parking spaces required for both Spoerlein Commons Building and
the Outlot Building in total.
The Parking Study address this in detail and finds that based on actual observations of
parking demand the parking is more than adequate. It is consistent with the 1983 approved
plan.
Sign Code:
a)A Variation to Section 14.16 of the Sign Code to allow for four extra wall signs on the east and
s outh elevations of the proposed outlot building.
2.2.b
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2600 South Gessner Suite 500 • Houston, Texas 77063 • Toll Free 866.789.7348 • Fax 713.465.8847 • www.whitestonereit.com
5
There are 2 businesses in the proposed building, Dunkin Donuts and Baskin Robbins. The signs
as proposed are part of the Next Generation corporate branding and we believe are appropriate
for this location.
b) A Variation to Section 14.16 of the Sign Code to allow for the wall signs on the east and south
elevations of the proposed outlot building to exceed the maximum allowable height of the sign.
Same response as outlined in a) above.
We look forward to the presentation and your questions and comments. We believe that this is an
appropriate use and is conformance with the approved plan and the continuing success of Spoerlein
Commons.
Rick Burton
Land and Entitlement Consultant
WHITESTONE REIT
2.2.b
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GRADING LEGEND
2.2.b
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TRASH ENCLOSURE
DRIVE THRU
WINDOW
4
1
8
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LOADING
AREA
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1 SCHEMATIC SITE PLAN
1" = 20'NOTE:
1.LOCATE EXTERIOR MENU SYSTEM AT 5th CAR FROM THE DRIVE THRU WINDOW, PREVIEW BOARD AT 2nd CAR BEHIND. REFER TO SITE PLAN.
2.CONSULT APPLICABLE CODES, ORDINANCES AND LAWS FOR ALL SPECIFIC SITE DESIGN REQUIREMENTS.
3.CURB RAMP, SEE CIVIL DRAWINGS.
4.PARKING SPACE AND DRIVEWAY DIMENSIONS MAY VARY PER LOCAL CODE.
5.CONCRETE PAD AT DRIVE THRU LOOP/DETECTORS SHOULD MATCH THE ADJACENT LOT SURFACE MATERIAL AS MUCH AS POSSIBLE-PROVIDE BLACK STAINED CONCRETE WHEN USED ADJACENT TO ASPHALT
MATERIAL.
6.REFER TO CONSTRUCTION SPECIFICATIONS ON GN-1 SHEETS FOR ADDITIONAL SITE PLAN INFO.
7.G.C. TO COORDINATE W/ FRANCHISEE EXACT SIZE OF PAD FOR MENUBOARD, SPEAKER TOWER, CANOPY & ORDER CONFIRMATION BOARD - SEE WEBSITE FOR MOUNTING REQUIREMENTS & FOR COMPLETE
INSTALLATION INFORMATION AND DETAILS, http://extranet.dunkinbrands.com.
8.G.C. TO PROVIDE PVC CONDUIT FOR ALL NEW LOCATIONS, REFER TO ELECTRICAL DRAWING FOR ADDITIONAL INFORMATION ON LOOP REQUIREMENTS; SAW-CUT AT EXISTING LOCATION WHERE NECESSARY.
9.DRIVE-THRU MENU SHOULD BE PLACED AT A 30°ANGLE TO ONCOMING TRAFFIC WITH THE EXCEPTION OF THE "ALL IN ONE" CANOPY/DIGITAL MENU BOARD OPTION.
10.HOME RUN CONDUIT TO DRIVE THRU TIMER MONITOR ADJACENT TO DRIVE THRU WINDOW.
11.20'x10' THICK CONC. PAD W/ 18"X54" GROUND LOOPS; TOP OF SLAB SHALL BE FLUSH WITH PAVEMENT, SEE DETAIL # 2 / SP-1.1.
12.18"X54" GROUND LOOP (TYP.), REFER TO ELECTRICAL DWGS. FOR CONDUIT REQUIREMENTS @ LOOP.
13.D/T STACK & MENU BOARD CAMERA MTD. TO BUILDING. COORD. FINAL LOCATION w/ OWNER.
14.WELCOME POINT BRANDED GATEWAY WITH HEIGHT LIMITATION BAR, SEE DETAIL # 1 / SP-1.1.
15.ORDER LANE SPEAKER ORDER CONFIRMATION LOOP.
16.DRIVE THRU BRANDED GRAPHIC, PAINT TP-04 ORANGE.
17.PARKING LINES TO BE PAINTED TP-01 WHITE (TYP.).
18.DD "SEE YOU SOON" / "DO NOT ENTER" DIRECTIONAL SIGN, SEE DETAIL # 8 / SP-1.2.
19.DD "WELCOME BACK" / "SEE YOU SOON" DIRECTIONAL SIGN, SEE DETAIL #8 / SP-1.2.
20.ARROW BRANDED GRAPHIC (SEE NATL. ACCOUNTS) TP-04 ORANGE.
21.DD "DRIVE-THRU" / "DRIVE-THRU" DIRECTIONAL SIGN, SEE DETAIL #8 / SP-1.2.
22.DD "DUNKIN" / "SEE YOU SOON" DIRECTIONAL SIGN, SEE DETAIL #8 / SP-1.2.
SITE NOTES:
SPACE ALLOCATION & TRASH ENCLOSURE GUIDELINES
1.PROVIDE CONCRETE PAD AND FENCE AROUND DUMPSTER. FENCE TO BE CHAIN LINK WITH VINYL SLATS. ALTERNATE TO BE RECLAIMED WOOD AND PLASTIC FENCE OR CMU BLOCK ENCLOSURE.
2.DUMPSTER ENCLOSURE MUST ABIDE BY LOCAL COMMUNITY CODE.
3.GENERALLY, IF (2) 8-YARD TRASH DUMPSTERS ARE REQUIRED, DUNKIN BRANDS RECOMMENDS 16'X10' IF WOOD/FENCE ENCLOSURE OR 18'X10' IF CMU BLOCK ENCLOSURE. STANDARD 8-YARD DUMPSTER DIMENSIONS ARE
NOMINAL 7'-0" (6'-10")W BY 7'-10"D.
4.(2) 8-YARD TRASH DUMPSTERS WILL NOT FIT INSIDE 12'-0" X 10'-0" FENCED OR CMU BLOCK ENCLOSURE.
1.LOOP PLACEMENT IS DEFINED IN TERMS OF WHERE THE VEHICLE ENGINE BLOCK WOULD BE OVER THE LOOP IF THE CENTER OF THE DRIVER'S SIDE WINDOW IS AT THE SERVICE POINT . THE GOAL IS TO ENSURE THERE IS ONLY
ROOM FOR ONE VEHICLE BEHIND THE PREVIOUS LOOP AND THE MERGE POINT; THIS IS HOW SEQUENCING IS POSSIBLE.
2.REFER TO ELECTRICAL DRAWINGS FOR FURTHER INFORMATION ON CONDUIT LOCATIONS AND QUANTITY CORRESPONDING TO EACH DRIVE THRU SET UP OPTION.
3.REFERENCE TO MASTER SCHEDULE FOR TRAFFIC STRIPING PAINT.
GENERAL NOTES
2 DRIVE THRU PICKUP WINDOW DETAIL
3/16" = 1'-0"NOTE:
3 DIGITAL SET UP EXPERIENCE SITE LAYOUT
3/16" = 1'-0"NOTE:
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Packet Pg. 33
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DUNKIN DONUTS
SPOERLEIN COMMONS
1151 MCHENRY ROAD
BUFFALO GROVE, IL 60089
PRELIMINARY LANDSCAPE PLAN
L0.1
WARREN JOHNSON
ARCHITECTS, INC.
PALATINE, IL
MARCH 25, 2020
ALGONQUIN IL 60102
847 878 4019
526 SKYLINE DRIVE
PROJECT TEAM
DEVELOPER:
DUNKIN DONUTS
ARCHITECT:
WARREN JOHNSON ARCHITECTS, INC.
19 N. GREENLEY STREET
PALATINE, IL 60067
TEL (847) 369-9616
CONTACT: WARREN JOHNSON / TRACY WILLIE
CIVIL ENGINEER:
RWG ENGINEERING, LLC
975 E. 22ND STREET, SUITE 400
WHEATON, IL 6089
TEL (630) 480-7889
LANDSCAPE ARCHITECT:
DICKSON DESIGN STUDIO, INC.
526 SKYLINE DRIVE
ALGONQUIN, IL 60102
TEL (847) 878-4019
CONTACT: SHARON DICKSON
SHEET KEY
L0.1 PROJECT TEAM
GENERAL LANDSCAPE NOTES
PLANTING DETAILS
PLANT SYMBOLS KEY
L1.1 OVERALL LANDSCAPE PLAN - SHEET KEY
PLANT & MATERIALS LIST
DETAIL: GUARD RAIL FENCE
DETAIL: TREE PROTECTION FENCE
L1.2 LANDSCAPE PLAN - PROPOSED
L1.3 LANDSCAPE PLAN - PROPOSED
GENERAL LANDSCAPE NOTES
CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS REQUIRED.
ALL CONSTRUCTION SHALL CONFORM TO APPLICABLE STANDARDS
AND CODES.
CALL J.U.L.I.E. UTILITY LOCATING SERVICE (TEL 800.892.0123), 48
HOURS PRIOR TO THE START OF ANY DIGGING.
GENERAL PLANT NOTES:
A. ALL PLANT MATERIAL SHALL CONFORM IN SIZE AND GRADE
IN ACCORDANCE WITH AMERICAN STANDARD FOR
NURSERY STOCK.
B. ALL PLANT MATERIAL SHALL BE MAINTAINED ALIVE,
HEALTHY, AND FREE FROM DISEASE AND PESTS.
C. ALL NEW PLANT MATERIAL SHALL BE FROM A LOCAL
SOURCE WHENEVER POSSIBLE (LESS THAN 50 MILES).
D. PLANTS SHALL BE ALLOWED TO GROW IN THEIR NATURAL
FORM / HABIT. PLANTS SHALL NOT BE PRUNED/HEDGED
UNLESS ABSOLUTELY NECESSARY (DUE TO VISIBILITY OR
HAZARD OBSTRUCTION).
E. ALL LANDSCAPED AREAS SHALL BE FREE OF WEEDS,
LITTER, AND SIMILAR SIGNS OF DEFERRED MAINTENANCE.
F. MAINTENANCE AND CARE OF PLANT MATERIAL SHALL
INCLUDE, BUT NOT BE LIMITED TO, WATERING, FERTILIZING
(IF NECESSARY), DEAD-HEADING, WEEDING, AND MULCHING.
LOCATIONS OF PROPOSED PLANT MATERIAL MAY BE ADJUSTED AT
TIME OF INSTALLATION DUE TO FINAL ENGINEERING AND FINAL
LOCATION OF SITE UTILITIES.
THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR PROVIDING
AND SPREADING TOPSOIL (6"-12" DEEP), FINE GRADING, AND
PREPARATION OF ALL LAWN AND LANDSCAPE AREAS. ALL SOILS
SHALL BE FREE OF CONSTRUCTION DEBRIS, PRIOR TO INSTALLING
ANY PLANT MATERIAL.
PRIOR TO SPREADING TOPSOIL, THE LANDSCAPE CONTRACTOR
SHALL INSPECT AND ACCEPT ALL BASE GRADES. ANY DEVIATION
FROM GRADES INDICATED ON THE GRADING PLAN SHALL BE
CORRECTED BEFORE PLACING ANY TOPSOIL.
ALL SHRUB, GROUNDCOVER, PERENNIAL, AND ANNUAL PLANTING
BEDS SHALL BE PREPARED WITH A SOIL AMENDMENT MIX - 1/3
TOPSOIL, 1/3 MUSHROOM COMPOST, AND 1/3 TORPEDO SAND.
MATERIAL SHALL BE ROTO-TILLED JUST PRIOR TO THE
INSTALLATION OF PLANT MATERIAL.
ALL PLANTING ISLANDS SHALL BE MOUNDED TO A CENTER HEIGHT
OF TWELVE INCHES (12").
ALL PLANTING BEDS ADJACENT TO LAWN AREAS SHALL HAVE A
SPADED EDGE BORDER, UNLESS METAL OR OTHER BORDER IS
SPECIFIED.
ALL PLANTING BED AREAS SHALL MAINTAIN A MAX. 3" DEEP LAYER
OF SHREDDED HARDWOOD MULCH (COLOR: NON-DYED, BROWN).
LANDSCAPE CONTRACTOR SHALL COORDINATE PLANTING
SCHEDULE WITH LANDSCAPE MAINTENANCE CONTRACTOR, TO
ENSURE PROPER WATERING OF PLANTED AND SODDED AREAS
AFTER INITIAL INSTALLATION.
LANDSCAPE CONTRACTOR SHALL COORDINATE WORK WITH OTHER
CONTRACTORS ON SITE TO MINIMIZE ANY REDO OF COMPLETED
LANDSCAPE WORK AND DAMAGE TO PLANT MATERIAL.
CONTRACTOR SHALL BE RESPONSIBLE FOR HIS/HER OWN LAYOUT
WORK. UPON REQUEST, LANDSCAPE ARCHITECT SHALL BE
AVAILABLE TO ASSIST/APPROVE CONTRACTOR LAYOUT.
EVERY ATTEMPT HAS BEEN MADE TO DEPICT ALL EXISTING UTILITY
LINES. CONTRACTOR SHALL USE PRECAUTION WHEN DIGGING.
CONTRACTOR SHALL MAKE THEMSELVES THOROUGHLY FAMILIAR
WITH ALL UNDERGROUND UTILITY LOCATIONS PRIOR TO ANY
DIGGING, VERIFYING LOCATIONS AND DEPTHS OF ALL UTILITIES.
IT IS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO VISIT THE
SITE PRIOR TO BID SUBMITTAL, TO BECOME FAMILIAR WITH
EXISTING CONDITIONS AT THE SITE.
PLANT LIST QUANTITIES PROVIDED AT TIME OF FINAL PLANS ARE
APPROXIMATIONS. CONTRACTORS ARE RESPONSIBLE FOR
COMPLETING THEIR OWN QUANTITY TAKE-OFFS. IF A DISCREPANCY
IS FOUND BETWEEN THE PLAN AND THE PLANT LIST, THEN THE PLAN
SHALL PREVAIL.
PLANT SUBSTITUTIONS ARE ALLOWED DUE TO PLANT AVAILABILITY
OR PLANTING TIME OF YEAR, ONLY WITH THE PRIOR CONSENT OF
THE LANDSCAPE ARCHITECT. IF SUBSTITUTIONS ARE MADE
WITHOUT PRIOR CONSENT, THE LANDSCAPE ARCHITECT MAINTAINS
THE RIGHT TO REJECT MATERIAL IN THE FIELD, AT THE COST TO
THE CONTRACTOR.
CONTRACTOR TO PROVIDE TEST OF EXISTING AND IMPORTED SOILS
PER SPECIFICATIONS. PLANTING SOIL SHALL BE AMENDED PER
SPECIFICATIONS.
CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT IF AREAS OF
POOR DRAINAGE OR OTHER UNUSUAL SUBSURFACE CONDITIONS
ARE ENCOUNTERED DURING EXCAVATION FOR PLANTING PITS.
ALL TURF SHALL SHALL BE KENTUCKY BLUEGRASS BLEND SOD
(MINERAL, NOT PEAT), UNLESS OTHERWISE NOTED ON THE PLAN.
CONTRACTOR SHALL RESTORE LAWN AREAS THAT HAVE REMAINED
PARTIALLY INTACT, TOP DRESSING WITH SOIL, SCARIFYING, AND
SEEDING TO FORM A SMOOTH, FULL, EVEN LAWN, FREE OF BARE
SPOTS, INDENTATIONS, AND WEEDS.
LANDSCAPE DETAILS SHOWN ARE FOR DESIGN INTENT ONLY,
LANDSCAPE ARCHITECT ASSUMES NO LIABILITY. CONTRACTOR IS
RESPONSIBLE FOR ERECTING AND INSTALLING PROPERLY BUILT
AMENITIES PER CODE, PER SITE CONDITIONS (FINAL GRADING &
UTILITY LOCATIONS), AND PER AREA CLIMATE CONDITIONS. ALL
LANDSCAPE SITE DETAILS FOR STRUCTURES AND FOOTINGS SHALL
BE REVIEWED & APPROVED BY A STRUCTURAL ENGINEER.
CONTRACTOR INSTALLATION BIDS SHALL INCLUDE A ONE-YEAR
WARRANTY ON ALL PLANT MATERIAL, IN PERPETUITY.
(IF APPLICABLE) CONTRACTOR INSTALLATION BIDS SHALL INCLUDE
A THREE-YEAR MONITORING AND MAINTENANCE PROGRAM ON ALL
NATURALIZED DETENTION AREAS.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
3" MULCH MIN.
SHRUB PLANTING
TO REMOVE AIR
POCKETS
3" CONTINUOUS RIM
SPECIFIED PLANTING
MIX. WATER & TAMP
FORM SAUCER WITH
PERENNIAL PLANTING
PREPARE BED AS PER
WRITTEN SPECIFICATION
INSTALLED BEFORE PLANTING
3" COMPOST/LEAF MULCH
PLANT SPACING AS
MULTI-TRUNK TREE STAKING
2" X 2" HARDWOOD STAKES
DRIVEN FIRMLY A MINIMUM OF
24" INTO THE SUBGRADE
PRIOR TO BACKFILLING
2-STRAND 12-GAUGE GALV.
WIRE TWISTED AND ENCASED
IN RUBBER HOSE 6 - 9"
FROM TOP OF STAKE
2 WIRE SUPPORTS SHALL BE
USED ON MAIN STRUCTURAL
BRANCHES
STAKE TO FIRST BRANCHES
AS NECESSARY FOR
FIRM SUPPORT
WIRE SHALL NOT TOUCH
OR RUB AGAINST
TRUNKS OR BRANCHES
FORM SAUCER WITH
3" CONTINUOUS RIM
SPECIFIED PLANTING
MIX WATER & TAMP TO
REMOVE AIR POCKETS
2 X BALL DIA.
3" MULCH MIN.
PLANTING NOTES:
STAKING AS REQUIRED
NOTE:
FORM SAUCER WITH
MIX. WATER & TAMP
SPECIFIED PLANTING
3" CONTINUOUS RIM
POCKETS
TO REMOVE AIR
HILLSIDE PLANTING
3" MULCH MIN.
PLANT SO THAT TOP OF ROOTBALL
IS EVEN WITH THE FINISHED
GRADE
BACKFILL TO MEET EX.
GRADE AND CREATE
LEVEL GRADE AT
ROOT BALL.
EXISTING GRADE
2-STRAND 12-GAUGE GALV. WIRE TWISTED
PLANTING NOTES:
NOT TO SCALE
TREE PLANTING & STAKING
NOTE:
OV
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TR
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4'
-
0
"
STAKING AND WRAPPING
2 X BALL DIA.
FORM SAUCER
CANOPY SPREAD
SPECIFIED PLANTING MIX
WATER & TAMP TO
REMOVE AIR POCKETS
PLANT SO THAT TOP OF ROOT
BALL IS EVEN/SLIGHTLY ABOVE
FINISHED GRADE
3" MULCH MIN.
TRUNKS OR BRANCHES
TOUCH OR RUB ADJACENT
STAKING WIRE SHALL NOT
FIRM SUPPORT
AS NECESSARY FOR
STAKE TO FIRST BRANCHES
PRIOR TO BACKFILLING
24" INTO THE SUBGRADE
DRIVEN FIRMLY A MINIMUM OF
2-3, 2" X 2" HARDWOOD STAKES
BRANCHES
ON MAIN STRUCTURAL
SUPPORTS SHALL BE USED
FROM TOP OF STAKE 2 WIRE
IN RUBBER HOSE 6-9"
WIRE TWISTED AND ENCASED
2-STRAND 12-GAUGE GALV.TREE WRAP
AS REQUIRED
2" X 2" HARDWOOD STAKES
DRIVEN FIRMLY A MINIMUM OF
24" INTO THE SUBGRADE
PRIOR TO BACKFILLING
AND ENCASED IN RUBBER HOSE 6 - 9"
FROM TOP OF STAKE
STAKE AND GUY AS NEEDED
STRAND TWISTED.
AT WHICH TREE GREW
FINISHED GRADE
2 x ROOTBALL DIA.
EVERGREEN TREE PLANTING
DO NOT CUT OR DAMAGE LEADER
12-GUAGE GALVANIZED WIRE, DOUBLE
SET ROOTBALL 3" HIGHER THAN GRADE
4" DEEP WATER RETENTION BASIN
APPLY SPECIFIED MULCH 3" DEEP
TO REMAIN PERMANENTLY
UNDISTURBED SUBGRADE
PLANTING NOTES:
PER PLAN
PLANTING DETAILS
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
PLANT SYMBOLS KEY
EXISTING DECIDUOUS TREE
SHADE / CANOPY TREES,
EVERGREEN TREES,
ORNAMENTAL TREES,
SMALL, EVERGREEN SHRUBS,
LARGE, DECIDUOUS SHRUBS,
SMALL, DECIDUOUS SHRUBS,
3" CALIPER
36" TALL/WIDE
18"-24' TALL
3" CALIPER / 8' TALL
EXISTING EVERGREEN TREE
36" TALL
SMALL ORNAMENTAL GRASS,
LARGE, ORNAMENTAL GRASS,
1 GALLON
3 GALLON
6' TALL
PERENNIAL FLOWERS &
GROUNDCOVER, 1 GALLON
NOTE!
NOT ALL PLANT SYMBOLS MAY BE DEPICTED ON PLANS.
2.2.b
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CARRIAGE BOLTS -
5/8" X 12" GALVANIZED
6"
12
"
12
"
6"
12
"
12
"
6"
8"
(42" MINIMUM DEPTH)
CHAMFERED EDGE
CONCRETE FOOTING
PRESSURE TREATED -
PRESSURE TREATED -6'-0" ON CENTER
30
"
2" X 12" RAIL
6" X 8" POSTS
CANOPY DRIP LINE LIMITS OR FURTHER
4'
PROTECTION FENCE TO EXTEND OUT TO
FENCE TO BE PROVIDED AROUND ALL OFF-SITE
TREES WHOSE CANOPY DRIP-LINE EXTENDS
ACROSS BOUNDARIES OF PROJECT SITE.
FENCE IS FOR PROTECTION OF ZOOT ZONES.
FENCE SHALL REMAIN IN PLACE ON PROJECT
SITE UNTIL ADJACENT CONSTRUCTION IS
COMPLETE.
FENCE SHALL BE 4' TALL, ORANGE,
SNOW-FENCE (OR APPROVED EQUAL),
POSTED WITH A SIGN THAT READS:
"TREE PROTECTION ZONE - KEEP OUT"
SECURE FENCE TO WOODEN STAKES OR METAL
POLES, SPACED NO GREATER THAN 8' ON
CENTER
NOTE!
AFTER EXISTING TREES ARE FENCED, NOTHING
IS TO BE DISTURBED, STORED, PARKED, ETC.,
INSIDE CONSTRUCTION FENCE. REMOVE
FENCE ONLY AFTER ALL CONSTRUCTION WORK
HAS BEEN COMPLETED.
NORTH
SCALE: 1" = 20'-0"
PROPOSED CONDITIONS PLAN - LANDSCAPE, SHEET KEY
ALGONQUIN IL 60102
847 878 4019
526 SKYLINE DRIVE
L1.1
WARREN JOHNSON
ARCHITECTS, INC.
PALATINE, IL
DUNKIN DONUTS
SPOERLEIN COMMONS
1151 MCHENRY ROAD
BUFFALO GROVE, IL 60089
PRELIMINARY LANDSCAPE PLAN
MARCH 25, 2020
SHEET L1.3
SHEET L1.2
PLANT & MATERIALS LIST
DETAIL: GUARD RAIL FENCE
ELEVATION VIEW
PLAN VIEW
SECTION VIEW
DETAIL: TREE PROTECTION FENCE
2.2.b
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3-VJ
13-CKF3
25-SHT
1-SGF
4-HPB
3-SGF
115-PGC
ONSITE: EXISTING DECIDUOUS TREE - TO REMOVE
ONSITE: EXISTING EVERGREEN TREE - TO REMOVE
ONSITE: EXISTING EVERGREEN TREE - TO REMOVE
ONSITE: EXISTING DECIDUOUS TREE - TO REMAIN
GUARD RAIL FENCING BEGINS HERE - APPROX. 128 L.F.
GUARD RAIL FENCING ENDS HERE
4-VDDF
TREE PROTECTION FENCING SURROUNDS TREE,
8' SQUARE - APPROX. 32 L.F.
RETAINING WALL
(REFER TO CIVIL ENGINEERING)
1-PDM
1-HAA
19-SHT
NEW SOD -
APPROX. 405 S.F.
NEW SOD / RESTORED TURF - APPROX. 225 S.F.
NEW SOD -
APPROX. 585 S.F.
NEW SOD -
APPROX. 185 S.F.
NEW SOD / RESTORED TURF -
APPROX. 2,055 S.F.
(HATCHED AREA, TYPICAL)
MATCH TO SHEET L1.3
MATCH TO SHEET L1.3
1-TSS
1-TSS
RE-GRADE & RESTORE BASIN
(SHADED AREA) - APPROX. 760 S.F.
EXISTING BASIN AREA TO REMAIN
UNDISTURBED
1-SGF
1-TOS
ALGONQUIN IL 60102
847 878 4019
526 SKYLINE DRIVE
L1.2
WARREN JOHNSON
ARCHITECTS, INC.
PALATINE, IL
DUNKIN DONUTS
SPOERLEIN COMMONS
1151 MCHENRY ROAD
BUFFALO GROVE, IL 60089
PRELIMINARY LANDSCAPE PLAN
MARCH 25, 2020
NORTH
SCALE: 1" = 10'-0"
PROPOSED CONDITIONS PLAN - LANDSCAPE
2.2.b
Packet Pg. 36
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4-VDDF
11-SHT
4-CKF3
EXISTING TIMBER WALL AND
EXISTING TREES SHALL REMAIN
1-NS
3-RGL
14-SHT
7-HPB
3-RGL
3-RGL
14-SHT
7-HPB
3-RGL
1-SRIS
2-TOS
9-SHT
2-VJ
3-HAA
NEW SOD / RESTORED TURF -
APPROX. 630 S.F.
NEW SOD -
APPROX. 195 S.F.
NEW SOD -
APPROX. 275 S.F.
MATCH TO SHEET L1.2
MATCH TO SHEET L1.2
NORTH
SCALE: 1" = 10'-0"
PROPOSED CONDITIONS PLAN - LANDSCAPE
ALGONQUIN IL 60102
847 878 4019
526 SKYLINE DRIVE
L1.3
WARREN JOHNSON
ARCHITECTS, INC.
PALATINE, IL
DUNKIN DONUTS
SPOERLEIN COMMONS
1151 MCHENRY ROAD
BUFFALO GROVE, IL 60089
PRELIMINARY LANDSCAPE PLAN
MARCH 25, 2020
2.2.b
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2.2.b
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2.2.b
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2.2.b
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
MEMORANDUM
To: Daniel Kovacevic – Whitestone REIT
Rick Burton – Whitestone REIT
From: Tim Sjogren, P.E., PTOE – Kimley-Horn
Rory Fancler, AICP, PTP – Kimley-Horn
Date: July 10, 2020
RE: Parking Summary for Spoerlein Commons
Buffalo Grove, Illinois
Kimley-Horn and Associates, Inc. (Kimley-Horn) was retained by Whitestone REIT to perform a
parking analysis for Spoerlein Commons, a shopping center located on the northeast quadrant of
McHenry Road and Arlington Heights Road in Buffalo Grove, Illinois (Exhibit 1). The parking
analysis was completed in order to evaluate existing parking occupancy and assess future parking
conditions with the addition of a new freestanding eating and drinking establishment with drive-
through window along McHenry Road near the western boundary of the site.
Executive Summary
Spoerlein Commons currently provides a total of 161 parking spaces. With the proposed
development, the northwest portion of the parking lot would be reconfigured and a total of 163
parking spaces would be provided. Based on a review of the existing and future tenancy, the
proposed parking supply requires approval of a variance from Section 17.36.040 (Schedule of
Parking Requirements) of the Village of Buffalo Grove Code of Ordinances. While a parking
variance is required, the overall parking supply is expected to accommodate Spoerlein Commons
at full occupancy and the proposed eating and drinking establishment. A summary of key findings
is provided below.
Currently, peak parking occupancy occurs during the weekday at approximately 3:00PM.
During this peak period, approximately 50 percent of the parking spaces (80 spaces) are
unused.
Based on a conservative review of future parking conditions with full occupancy and
development of the proposed eating and drinking establishment, peak occupancy is
anticipated to be 91 percent (148 spaces).
The analysis of future parking conditions is conservative and assumes Code-required
parking for the vacant tenant spaces and proposed eating and drinking establishment; the
analysis does not reflect the respective peak hours. The proposed eating and drinking
establishment is expected to experience peak parking demand during the morning
commute period when a number of the existing retail, service, and restaurant tenants (e.g.,
My Choice Nails, Payless Tobacco, Rosati’s Chicago Pizza, and Chinn’s Restaurant) are
closed.
2.2.b
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
In order to enhance efficient use of the parking supply, coordination with existing and future
tenants is recommended to reserve parking spaces in the front of the buildings for customers and
visitors and direct employees to the spaces further from the buildings.
Existing and Proposed Site Development
Spoerlein Commons includes an in-line multi-tenant building as well as a freestanding building
located at the southeast corner of the site. Approximately 32,000 square feet is currently occupied
with various retail, restaurant, office, and service uses. In addition, the development contains
approximately 9,180 square feet of vacant tenant spaces for a total building area of approximately
41,180 square feet. A total of 161 parking spaces are currently provided at Spoerlein Commons.
The parking is shared across all tenants.
Whitestone REIT proposes to develop a new eating and drinking establishment with drive-through
window along the McHenry Road frontage at the west boundary of the site. According to property
records obtained by Whitestone REIT, the proposed development is generally consistent with the
development plan approved by the Village of Buffalo Grove in 1983. The approved development
plan included a total of 51,050 square feet with 31,250 square feet of retail use and 19,800 square
feet of office use. The approved development plan, provided as Attachment 1, included two
freestanding buildings near the northwest portion of the site and a total of 191 parking spaces.
During the initial development, these two freestanding buildings were never constructed and the
overall site plan was modified to reflect a future building expansion plan totaling approximately
4,480 square feet.
Based on the approved development plan and current market conditions, Whitestone REIT seeks
to develop an approximately 2,388 square-foot eating and drinking establishment with drive-
through window. The proposed development represents an approximately 47 percent decrease
in square footage compared to the previously contemplated 4,480 square-foot building expansion.
With the proposed development, an overall total parking supply of 161 spaces would be provided
for Spoerlein Commons, consistent with the existing parking supply. The proposed site plan
provided as Attachment 2. A summary of the approved development plan compared to both
existing conditions and the proposed development is provided in Table 1.
Table 1. Development Plan Comparison
Site Plan Square Footage Parking Spaces
Office Retail Total
Approved 1983 Development Plan1 19,800 31,250 51,050 191
Existing Conditions 20,200 20,980 41,180 161
Proposed Conditions (with Development) 20,200 23,368 22,568 163
1The approved plan included two freestanding buildings which were never constructed and the overall site plan was modified to reflect a future
building expansion plan totaling approximately 4,480 square feet.
Table 2 on the following page summarizes the parking required for the existing and proposed
uses at Spoerlein Commons per Section 17.36.040 (Schedule of parking requirements) of the
Village of Buffalo Grove Code of Ordinances. As shown in the table, based on the current tenant
mix a total of 188 spaces are required for Spoerlein Commons. This includes 37 spaces required
for the existing vacant tenant spaces, which were assumed as general commercial/retail uses.
2.2.b
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
With the proposed development, a total of 203 spaces would be required. This includes Code-
required parking for the proposed 2,388 square-foot eating and drinking establishment and the
associated future vacancy of Suite 120A (highlighted in Table 2). With the proposed development,
Spoerlein Commons would provide a total of 163 spaces. The proposed supply is 40 fewer spaces
than required by Code; therefore, a parking variance is required.
Table 2. Village of Buffalo Grove Required Parking
Suite Tenant Size1 Parking Class2 Parking Ratio3 Required
Spaces
Existing
101 Once Upon a Grooming 565 General commercial/retail 1 / 250 sq. ft. 2
102a The Colorist Hair Studio 821 General commercial/retail 1 / 250 sq. ft. 3
102b Vacant 1,388 General commercial/retail 1 / 250 sq. ft. 6
103 Dutch Maid Dry Cleaners 1,031 General commercial/retail 1 / 250 sq. ft. 4
104 Chinn’s Chinese Restaurant 983 Eating and drinking establishment 1 / 100 sq. ft. 10
105 Rosati’s Chicago Pizza 917 Eating and drinking establishment 1 / 100 sq. ft. 9
106 My Choice Nails 910 General commercial/retail 1 / 250 sq. ft. 4
107a Vacant 1,150 General commercial/retail 1 / 250 sq. ft. 5
107b Excel Eye Care 715 Dental and medical clinic or office 5 / 1000 sq. ft. 4
108 Excel Eye Care 1,032 Dental and medical clinic or office 5 / 1000 sq. ft. 5
109 Dr. Smith Chiropractor 1,293 Dental and medical clinic or office 5 / 1000 sq. ft. 6
110 World of Discovery Montessori 1,782 Day care center, child care center,
nursery school, pre-school 2 / 1000 sq. ft. 4
120a Dunkin Donuts 1,537 Eating and drinking establishment 1 / 100 sq. ft. 15
120b Payless Tobacco 1,045 General commercial/retail 1 / 250 sq. ft. 4
120c Vacant 857 General commercial/retail 1 / 250 sq. ft. 3
121a Allstate Insurance 1,179 Business and professional offices 1 / 300 sq. ft. 4
121b Kula Yoga Lifestyle 1,890 General commercial/retail 1 / 250 sq. ft. 8
130a Vacant 1,631 General commercial/retail 1 / 250 sq. ft. 7
130b Dr. Paul Kentor, MD 2,186 Dental and medical clinic or office 5 / 1000 sq. ft. 11
201 Chmela Fluency Center 1,145 Dental and medical clinic or office 5 / 1000 sq. ft. 6
202a Titan Trucking 576 Business and professional offices 1 / 300 sq. ft. 2
202b Titan Trucking 642 Business and professional offices 1 / 300 sq. ft. 2
203 Whitestone 679 Business and professional offices 1 / 300 sq. ft. 2
204 Vacant 1,071 General commercial/retail 1 / 250 sq. ft. 4
205a Bill Gerdes
(Lake Cook Piano Studio) 300 Business and professional offices 1 / 300 sq. ft. 1
205b Vacant 499 General commercial/retail 1 / 250 sq. ft. 2
206a Vacant 867 General commercial/retail 1 / 250 sq. ft. 3
206b1 Peter Lee (Real Estate) 531 Business and professional offices 1 / 300 sq. ft. 2
206b2 One Global 531 Business and professional offices 1 / 300 sq. ft. 2
206b3 Charles Schneider (Legal) 531 Business and professional offices 1 / 300 sq. ft. 2
206b4 Ted 531 Business and professional offices 1 / 300 sq. ft. 2
206c Ted 250 Business and professional offices 1 / 300 sq. ft. 1
1Pursuant to Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo Grove Code of Ordinances, required parking is based
on floor area which shall mean the gross floor space of a building or structure.
2The parking class is based on the land use categories outlined in Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo
Grove Code of Ordinances.
3The Code-required parking ratio is defined by Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo Grove Code of
Ordinances.
2.2.b
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
Table 2. Village of Buffalo Grove Required Parking (continued)
Suite Tenant Size1 Parking Class2 Parking Ratio3 Required
Spaces
Existing (continued)
208 Vacant 1,402 General commercial/retail 1 / 250 sq. ft. 6
209 Vanguard Capital 834 Business and professional offices 1 / 300 sq. ft. 3
211 Jen Cupari (Newcastle Dance and
Theater Supply) 320 General commercial/retail 1 / 250 sq. ft. 1
212b Vacant 315 General commercial/retail 1 / 250 sq. ft. 1
214 Hana Travel 517 Business and professional offices 1 / 300 sq. ft. 2
215 Lake Cook Dental Center 1,200 Dental and medical clinic or office 5 / 1000 sq. ft. 6
217a Farmers Insurance 573 Business and professional offices 1 / 300 sq. ft. 2
217b Rebecca Kiel, LCPC 521 Dental and medical clinic or office 5 / 1000 sq. ft. 3
218a VCR Senior Care 550 Business and professional offices 1 / 300 sq. ft. 2
218b Carla Leoni (North Suburban
Family Psychologists) 250 Dental and medical clinic or office 5 / 1000 sq. ft. 1
218c David Park (Construction) 400 Business and professional offices 1 / 300 sq. ft. 1
230 Christina Bailey, PsyD 300 Dental and medical clinic or office 5 / 1000 sq. ft. 2
232 Leslie Cisar (Vital Naturopathic) 300 Dental and medical clinic or office 5 / 1000 sq. ft. 2
233 Bruce Siegel
(American Family Insurance) 435 Business and professional offices 1 / 300 sq. ft. 1
233a Muriel Flanders, LCSW 455 Business and professional offices 1 / 300 sq. ft. 2
234 Intourist 300 Business and professional offices 1 / 300 sq. ft. 1
235 Dr. Cindy 479 Dental and medical clinic or office 5 / 1000 sq. ft. 2
236 Michelle Magide, LCPC 300 Dental and medical clinic or office 5 / 1000 sq. ft. 2
237 Janine Kasner, LCSW 365 Business and professional offices 1 / 300 sq. ft. 1
238 Affiliated Clinicians 300 Dental and medical clinic or office 5 / 1000 sq. ft. 2
Existing Code-Required Parking 188
Existing Parking Supply 161
∆ -27
Proposed
120a Dunkin Donuts (to be relocated) 1,537 Eating and drinking establishment 1 / 100 sq. ft. -15
120a Vacant 1,537 General commercial/retail 1 / 250 sq. ft. 6
New Dunkin’ Donuts 2,388 Eating and drinking establishment 1 / 100 sq. ft. 24
Future Code-Required Parking (with Development) 203
Future Parking Supply (with Development) 163
∆ -40
1Pursuant to Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo Grove Code of Ordinances, required parking is based
on floor area which shall mean the gross floor space of a building or structure.
2The parking class is based on the land use categories outlined in Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo
Grove Code of Ordinances.
3The Code-required parking ratio is defined by Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo Grove Code of
Ordinances.
2.2.b
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
Existing Parking Demand
To determine actual parking demand for the existing and proposed uses, Kimley-Horn conducted
hourly parking occupancy counts during a typical weekday and weekend as follows:
Thursday, May 17, 2018, from 7:00AM to 7:00PM
Saturday, May 19, 2018, from 7:00AM to 7:00PM
The count periods captured the peak periods of parking demand for the existing shopping center
and were identified based on data provided by the Urban Land Institute (ULI) Shared Parking,
Second Edition.
During the study periods identified above, the existing parking supply was verified and the number
of parked vehicles were documented. Other observations regarding curbside and delivery truck
loading activity were noted. Table 3 summarizes the observed parking occupancy at Spoerlein
Commons. During the weekday, the peak occurred at 3:00PM with 81 occupied spaces (50
percent). On Saturday, the peak occurred at 11:00AM with 49 occupied spaces (30 percent).
Table 3. Observed Parking Occupancy
Time of Day Thursday, May 17, 2018 Saturday, May 19, 2018
Occupied Spaces Percent Occupied Occupied Spaces Percent Occupied
7:00AM 10 6% 5 3%
8:00AM 14 9% 14 9%
9:00AM 34 21% 32 20%
10:00AM 58 36% 44 27%
11:00AM 77 48% 49 30%
12:00PM 68 42% 37 23%
1:00PM 66 41% 33 21%
2:00PM 66 41% 25 16%
3:00PM 81 50% 23 14%
4:00PM 74 46% 22 14%
5:00PM 78 48% 15 9%
6:00PM 54 34% 14 9%
7:00PM 42 26% 8 5%
Average 56 34% 25 15%
The observed parking occupancy reflects the mix of uses and respective peak hours and the
ability to use shared parking to accommodate parking demand for Spoerlein Commons. Although
a review of Code-required parking (Table 2) suggests the site provides insufficient parking, based
on the observed parking occupancy approximately 50 percent of the spaces are unused during
peak conditions. Therefore, actual parking demand for the retail, restaurant, office, and service
uses is less than the Code requirements.
2.2.b
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
Proposed Parking Supply Evaluation
To assess future parking conditions with the proposed development, full occupancy of Spoerlein
Commons was assumed. In order to present a conservative estimate of potential future parking
conditions, Code-required parking was assumed for the vacant tenant spaces and the proposed
development. Based on the parking requirements presented in Table 2, a total of 43 spaces are
required for the existing vacant tenant spaces and future vacancy of Suite 120a (i.e., existing
Dunkin Donuts) assuming future general commercial/retail uses. Based on the parking occupancy
data presented in Table 3, the potential future parking conditions were calculated as summarized
in Table 4. As shown in this table, with the addition of Code-required parking for the existing
vacant tenant spaces and future vacancy of Suite 120a (43 spaces) and the Code-required
parking for the proposed eating and drinking establishment (24 spaces), a future parking need of
149 spaces is estimated for peak parking conditions. With the proposed development, Spoerlein
Commons would provide an overall parking supply of 161 spaces; therefore, the parking supply
is expected to accommodate future parking conditions.
Table 4. Conservative Estimate of Future Parking Occupancy
Time of
Day
Weekday Saturday
Occupied
Spaces
Code-Required Parking Total
Parking
Occupied
Spaces
Code-Required Parking Total
Parking Vacant
Tenants1
Proposed
Development2
Vacant
Tenants1
Proposed
Development2
7:00AM 10 43 24 77 5 43 24 72
8:00AM 14 43 24 81 14 43 24 81
9:00AM 34 43 24 101 32 43 24 99
10:00AM 58 43 24 125 44 43 24 111
11:00AM 77 43 24 144 49 43 24 116
12:00PM 68 43 24 135 37 43 24 104
1:00PM 66 43 24 133 33 43 24 100
2:00PM 66 43 24 133 25 43 24 92
3:00PM 81 43 24 148 23 43 24 90
4:00PM 74 43 24 141 22 43 24 89
5:00PM 78 43 24 144 15 43 24 82
6:00PM 54 43 24 121 14 43 24 81
7:00PM 42 43 24 109 8 43 24 75
Average 56 -- -- 123 25 -- -- 92
1Vacant tenant spaces were assumed to be occupied by general commercial/retail uses which require parking at a ratio of 1 space per 250
square feet per Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo Grove Code of Ordinances.
2Per Section 17.36.040 (Schedule of parking requirements) of the Village of Buffalo Grove Code of Ordinances, eating and drinking
establishments are required to provide 1 parking space per 100 square feet.
This estimate is assumed to be conservative as peak parking demand for an eating and drinking
establishment typically occurs during the morning commute period (7:00-9:00AM) when the
parking lot at Spoerlein Commons is less than 25 percent occupied (Table 3). While the proposed
eating and drinking establishment is expected to generate parking demand throughout typical
hours of operation, peak periods of demand during the morning commute period would occur
when many of the retail, service, and restaurant uses (e.g., My Choice Nails, Payless Tobacco,
Rosati’s Chicago Pizza, and Chinn’s Restaurant) are closed.
2.2.b
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
Conclusion
Spoerlein Commons currently provides a total of 161 parking spaces. An overall total of 163
spaces would be provided with development of the proposed eating and drinking establishment.
The proposed parking supply requires approval of a variance from Section 17.36.040 (Schedule
of Parking Requirements) of the Village of Buffalo Grove Code of Ordinances.
Based on the observed peak parking demand for existing tenants and a review of the Code-
required parking for vacant tenants and the proposed development, the proposed parking supply
of 163 spaces is expected to support the overall Spoerlein Commons, including the proposed
freestanding eating and drinking establishment. Spillover parking into the adjacent residential
neighborhood is not anticipated. In order to enhance efficient use of the proposed parking supply,
coordination with existing and future tenants is recommended to reserve parking spaces in the
front of the buildings for customers and visitors and direct employees to the spaces further from
the buildings.
Please do not hesitate to contact us with any questions related to the information in this
memorandum.
2.2.b
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ATTACHMENT 1
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kimley-horn.com 4201 Winfield Road, Suite 600, Warrenville, IL 60555 630 487 5550
MEMORANDUM
To:
From:
Date:
RE:
Daniel Kovacevic – Whitestone REIT
Rick Burton – Whitestone REIT
Rory Fancler, AICP, PTP – Kimley-Horn
Tim Sjogren, P.E., PTOE – Kimley-Horn
July 10, 2020
Traffic Summary for Spoerlein Commons
Buffalo Grove, Illinois
Kimley-Horn and Associates, Inc. (Kimley-Horn) was retained by Whitestone REIT to perform a
review of existing and future (build) traffic conditions for Spoerlein Commons, a shopping center
located on the north side of McHenry Road east of Arlington Heights Road in Buffalo Grove,
Illinois. The analysis of build conditions considers the development of a new freestanding coffee
shop with drive-through window along McHenry Road near the western boundary of the site.
This memorandum presents and documents Kimley-Horn’s data collection, summarizes the
evaluation of existing and projected build traffic conditions, and identifies recommendations to
address the potential impact of site-generated traffic.
Executive Summary
Existing and build traffic conditions were evaluated for the signalized intersection of McHenry
Road/Arlington Heights Road and the existing site access driveways. Based on a review of traffic
conditions, it is anticipated that site-generated trips would be accommodated at the study
intersections. With the addition of site-generated traffic, Access A (Courtland Drive) and Access
C (Ranchview Court) are expected to operate with limited delay and queues. At Access B
(McHenry Road), the outbound approach is projected to operate with increased delay and
queues. The projected delay and queues are internal to the site and are not expected to impact
operations of McHenry Road. However, in order to enhance access to the proposed drive-through
window and facilitate circulation through the parking lot, onsite wayfinding is recommended. In
addition, installation of minor-leg stop control at Access B and Access C (existing stop sign posted
at Access A) is recommended with the proposed outlot development.
Existing and Proposed Development
Spoerlein Commons is an existing commercial shopping center totaling approximately 41,180
square feet of commercial space. The shopping center is occupied by a mix of retail, restaurant,
service, and office uses. Whitestone REIT proposes to develop a new 2,388 square-foot coffee
shop with drive-through window along the McHenry Road frontage at the west boundary of the
site. The proposed outlot development would accommodate an existing coffee shop tenant in the
inline commercial building. The conceptual site plan is provided as Attachment 1.
2.2.b
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Page 2 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
Existing site access for Spoerlein Commons would be maintained with the outlot development.
Access would continue to be provided by full-access driveways to Courtland Drive (Access A),
McHenry Road (Access B), and Ranchview Court (Access C). An aerial view of the study location
and surrounding roadway network is presented in Exhibit 1.
Data Collection
Kimley-Horn performed traffic counts at the signalized intersection of McHenry Road/Arlington
Heights Road and the existing site access driveways. The traffic counts were conducted from
7:00 to 9:00AM and 4:00 to 6:00PM on a typical weekday, and from 11:00AM to 1:00PM on a
typical Saturday.
The traffic count data indicates that the peak trip generation period for Spoerlein Commons occurs
from 7:30 to 8:30AM and 4:45 to 5:45PM on a typical weekday. During the Saturday midday
period, the peak hour occurs from 11:00AM to 12:00PM. Peak traffic volumes at the adjacent
intersection of McHenry Road/Arlington Heights occur from 7:15 to 8:15AM and 4:45 to 5:45PM
on a typical weekday. On Saturday, the intersection peak hour occurs from 11:45AM to 12:45PM.
For purposes of this analysis, the Spoerlein Commons peak hours were analyzed in order to
evaluate the periods of highest activity at the existing commercial site. Existing peak hour traffic
volumes are presented in Exhibit 2. For purposes of this analysis, the traffic volumes were
rounded to the nearest multiple of five. The detailed traffic count worksheets are provided as
Attachment 2.
Weekday count data reveals traffic volumes on McHenry Road are higher in the eastbound direction
during the morning peak hour. In the evening peak hour, traffic volumes are higher in the westbound
direction, which reflects local commute patterns. During the Saturday midday peak hour, traffic
volumes on McHenry Road are generally evenly distributed. Traffic volumes on Arlington Heights
Road are generally higher in the northbound direction during each peak hour. Site-generated traffic
for Spoerlein Commons is generally consistent across the three peak hours analyzed.
Trip Generation & Assignment
In order to calculate trips generated by the proposed outlot development, data was referenced
from the Institute of Transportation Engineers (ITE) manual titled Trip Generation, Tenth Edition.
Trip generation rates for the ITE Land Use Code (LUC) corresponding to the proposed use are
shown in Table 1.
In addition, the peak hour trips generated by the existing tenant in the inline commercial building
(i.e., coffee shop without drive-through window) were calculated using ITE data. For purposes of
this analysis, the trips generated by the existing coffee shop tenant were assumed to be removed
from the study intersections with the proposed outlot development.
2.2.b
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LOCATION MAP
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LEGEND
Weekday AM Peak
(7:30 – 8:30am)
Weekday PM Peak
(4:45 – 5:45pm)
Saturday Peak
(11:00am – 12:00pm)
Existing Signalized
Intersection
Assumed Stop Sign
Existing Stop Sign
Less than Five Vehicles
xx
(xx)
[xx]
83
EXHIBIT 2
EXISTING (2019) TRAFFIC VOLUMES
30
(
5
5
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[
6
0
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12
5
(
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[
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45
(
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[
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170 (370) [175]
15 (25) [20]
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Page 5 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
Table 1. ITE Trip Generation Data1
ITE Land Use Weekday Saturday
Daily AM Peak Hour PM Peak Hour Midday Peak Hour
Existing Land Use
Coffee/Donut Shop without Drive-
Through Window (LUC 936)
932.392
50% in / 50% out
101.14
51% in / 49% out
36.31
50% in / 50% out
59.01
49% in / 51% out
Proposed Land Use
Coffee/Donut Shop with Drive-
Through Window (LUC 937)
820.38
50% in / 50% out
88.99
51% in / 49% out
43.38
50% in / 50% out
87.70
50% in / 50% out
1Trip generation data is presented as trips per 1,000 square feet of gross floor area.
2ITE data is not provided for Daily trips for LUC 936 (Coffee/Donut Shop without Drive-Through Window); therefore, the rate is calculated based
on the ratio of trip generation rates provided for AM Peak Hour of Adjacent Street Traffic and Weekday Daily for LUC 937 (Coffee/Donut Shop
with Drive-Through Window). Directional distribution from LUC 937 applied.
For the purpose of this study, site-generated trips are expected to exhibit multiple routing patterns
when traveling to and from the subject site, as described below:
Pass-by – Pass-by traffic reflects the travel patterns of motorists who are already traveling on
the adjacent study roadways and stop at the site en-route to another destination. Data in the
ITE Trip Generation Handbook, Third Edition was used to estimate pass-by trips. ITE data is
not provided for Coffee/Donut Shop without Drive-Through Window (LUC 936) or
Coffee/Donut Shop with Drive-Through Window (LUC 937); therefore, data for Fast-Food
Restaurant with Drive-Through Window (LUC 934) was assumed for each peak hour. Based
on ITE data, approximately 49 percent of trips are pass-by during the morning peak hour, and
50 percent of trips are pass-by in the evening peak hour. ITE data is not provided for Daily
trips and Saturday peak hour trips; therefore, an average of the morning and evening peak
hour data (50 percent) was used to estimate pass-by trips during these periods.
Primary Trips – Vehicles that travel to the subject redevelopment and then return directly to
their place of origin are called “primary trips.” Primary trips reflect new traffic volumes
generated by the proposed redevelopment that would approach and depart on the same route.
Trips to/from the site that are not pass-by trips are expected to be primary trips.
Per these assumptions, site-generated traffic projections are presented in Table 2.
2.2.b
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Page 6 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
Table 2. Site-Generated Traffic Projections
Land Use Size
Weekday Saturday
Daily AM Peak PM Peak Midday Peak Hour
In Out Total In Out Total In Out Total
Proposed Land Use
Coffee/Donut Shop with
Drive-Through Window 2,388 sq. ft. 1,970 110 105 215 55 55 110 105 105 210
Less Pass-by Trips1 -980 -55 -55 -110 -30 -30 -60 -55 -55 -110
Subtotal – Proposed Land Use 990 55 50 105 25 25 50 50 50 100
Existing Land Use (To Be Removed)
Coffee/Donut Shop
without Drive-Through
Window
1,537 sq. ft. 1,430 80 80 160 30 30 60 45 45 90
Less Pass-by Trips1 -710 -40 -40 -80 -15 -15 -30 -45 -45 -90
Subtotal – Existing Land Use 720 40 40 80 15 15 30 20 20 40
Net New Trips 270 15 10 25 10 10 20 30 30 60
1Pass-by trips were estimated based on data in the ITE Trip Generation Handbook, Third Edition. ITE data is not provided for Coffee/Donut Shop
without Drive-Through Window (LUC 936) or Coffee/Donut Shop with Drive-Through Window (LUC 937); therefore, data for Fast-Food Restaurant
with Drive-Through Window (LUC 934) was assumed for each peak hour. Based on ITE data, approximately 49 percent of trips are pass-by
during the morning peak hour, and 50 percent of trips are pass-by in the evening peak hour. ITE data is not provided for Daily trips and Saturday
peak hour trips; therefore, an average of the morning and evening peak hour data (50 percent) was used to estimate pass-by trips during these
periods.
Site-generated traffic is expected to travel to and from the site in a manner that is proportional to
existing travel patterns. Therefore, the existing traffic volumes presented in Exhibit 2 were used
to estimate the trip distribution patterns for both the existing coffee shop and the proposed outlot
development. Pass-by trip distribution estimates account for the expectation that site trips are
likely to travel along McHenry Road.
Total site trip assignment for the existing coffee shop tenant are depicted in Exhibit 3. For the
proposed outlot development, site trip assignments for primary trips and pass-by trips are
illustrated on Exhibit 4 and Exhibit 5, respectively. Total site trip assignment for the proposed
outlot development is depicted in Exhibit 6.
2.2.b
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LEGEND
Weekday AM Peak
(7:30 – 8:30am)
Weekday PM Peak
(4:45 – 5:45pm)
Saturday Peak
(11:00am – 12:00pm)
Existing Signalized
Intersection
Existing Stop Sign
Proposed Stop Sign
Less than Five Vehicles
xx
(xx)
[xx]
83
EXHIBIT 3
EXISTING COFFEE SHOP TRIP ASSIGNMENT - TOTAL
-15 (-5) [-10]
-5 (-5) [-5]
[
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]
(
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5
[-5] (-) -10
[-20] (-
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(
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[
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[
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]
-1
0
(
-
5
)
[
-
5
]
[-5] (-)
-
[-5
]
(
-
5
)
-
10 (10) [
5
]
[15] (5)
3
0
NOTE:
Negative numbers represent existing site-
generated traffic to be removed with the
proposed outlot development.
Positive numbers are pass-by trips which are to
remain with the proposed outlot development.
2.2.b
Packet Pg. 58
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NOT TO SCALE
N
SITESITE
A
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C
E
S
S
A
A
C
C
E
S
S
A
AC
C
E
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B
AC
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PR
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A
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A
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PR
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A
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H
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I
G
H
T
S
R
O
A
D
ACCESS CACCESS C
McHEN
R
Y
R
O
A
D
McHEN
R
Y
R
O
A
D
COURTLAND DRIVECOURTLAND DRIVE
RAN
C
H
V
I
E
W
C
O
U
R
T
RAN
C
H
V
I
E
W
C
O
U
R
T
LEGEND
Weekday AM Peak
(7:30 – 8:30am)
Weekday PM Peak
(4:45 – 5:45pm)
Saturday Peak
(11:00am – 12:00pm)
Existing Signalized
Intersection
Existing Stop Sign
Proposed Stop Sign
Less than Five Vehicles
xx
(xx)
[xx]
83
EXHIBIT 4
PROPOSED OUTLOT TRIP ASSIGNMENT - PRIMARY
20 (10) [20]
10 (5) [10]
[
5
]
(
-
)
5
[10]
(
5
)
1
0
[15] (5)
1
5
25
(
1
0
)
[
2
5
]
10
(
-
)
[
5
]
[5] (
5
)
2
0
15 (10)
[
2
0
]
10
(
1
0
)
[
1
0
]
[10] (5)
5
[10
]
(
5
)
5
5 (5) [5]
2.2.b
Packet Pg. 59
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-
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F
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)
NOT TO SCALE
N
SITESITE
A
C
C
E
S
S
A
A
C
C
E
S
S
A
AC
C
E
S
S
B
AC
C
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S
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B
PR
I
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A
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D
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W
A
Y
PR
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A
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D
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I
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E
W
A
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A
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L
I
N
G
T
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H
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I
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H
T
S
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A
D
A
R
L
I
N
G
T
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N
H
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I
G
H
T
S
R
O
A
D
ACCESS CACCESS C
McHEN
R
Y
R
O
A
D
McHEN
R
Y
R
O
A
D
COURTLAND DRIVECOURTLAND DRIVE
RAN
C
H
V
I
E
W
C
O
U
R
T
RAN
C
H
V
I
E
W
C
O
U
R
T
LEGEND
Weekday AM Peak
(7:30 – 8:30am)
Weekday PM Peak
(4:45 – 5:45pm)
Saturday Peak
(11:00am – 12:00pm)
Existing Signalized
Intersection
Existing Stop Sign
Proposed Stop Sign
Less than Five Vehicles
xx
(xx)
[xx]
83
EXHIBIT 5
PROPOSED OUTLOT TRIP ASSIGNMENT - PASS-BY
[30] (1
0
)
4
0
15
(
2
0
)
[
2
5
]
40
(
1
0
)
[
3
0
]
15 (20)
[
2
5
]
-15 (-20
)
[
-
2
5
]
[-30] (-
1
0
)
-
4
0
2.2.b
Packet Pg. 60
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F
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NOT TO SCALE
N
SITESITE
A
C
C
E
S
S
A
A
C
C
E
S
S
A
AC
C
E
S
S
B
AC
C
E
S
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B
PR
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A
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A
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PR
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D
A
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L
I
N
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T
O
N
H
E
I
G
H
T
S
R
O
A
D
ACCESS CACCESS C
McHEN
R
Y
R
O
A
D
McHEN
R
Y
R
O
A
D
COURTLAND DRIVECOURTLAND DRIVE
RAN
C
H
V
I
E
W
C
O
U
R
T
RAN
C
H
V
I
E
W
C
O
U
R
T
LEGEND
Weekday AM Peak
(7:30 – 8:30am)
Weekday PM Peak
(4:45 – 5:45pm)
Saturday Peak
(11:00am – 12:00pm)
Existing Signalized
Intersection
Existing Stop Sign
Proposed Stop Sign
Less than Five Vehicles
xx
(xx)
[xx]
83
EXHIBIT 6
PROPOSED OUTLOT TRIP ASSIGNMENT - TOTAL
20 (10) [20]
10 (5) [10]
[
5
]
(
-
)
5
[10]
(
5
)
1
0
[45] (15
)
5
5
40
(
3
0
)
[
5
0
]
50
(
1
0
)
[
3
5
]
[5] (
5
)
2
0
30 (30)
[
4
5
]
10
(
1
0
)
[
1
0
]
[10] (5)
5
[10
]
(
5
)
5
-10 (-15
)
[
-
2
0
]
[-30] (-
1
0
)
-
4
0
2.2.b
Packet Pg. 61
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Page 11 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
In order to project build traffic volumes with development of the outlot, the trips attributable to the
existing coffee shop (Exhibit 3) were removed existing traffic volumes (Exhibit 2), and the total
site trip assignment (Exhibit 6) was added. The estimated build traffic volumes are presented in
Exhibit 7.
Capacity Analysis
Synchro capacity software was used to evaluate existing and build operational conditions at the
site access driveways and nearby intersection of McHenry Road/Arlington Heights Road. The
analysis was completed for the weekday and Saturday peak hours. The capacity of an intersection
quantifies its ability to accommodate traffic volumes and is expressed in terms of level of service
(LOS), measured in average delay per vehicle. LOS grades range from A to F, with LOS A as the
highest (best traffic flow and least delay), LOS E as saturated or at-capacity conditions, and LOS
F as the lowest (oversaturated conditions). The lowest LOS grade typically accepted by
jurisdictional transportation agencies in Northeastern Illinois is LOS D.
The LOS grades shown below, which are provided in the Transportation Research Board’s
Highway Capacity Manual (HCM), quantify and categorize the driver’s discomfort, frustration, fuel
consumption, and travel times experienced as a result of intersection control and the resulting
traffic queuing. A detailed description of each LOS rating can be found in Table 3.
Table 3. Level of Service Grading Descriptions1
Level of Service Description
A Minimal control delay; traffic operates at primarily free-flow conditions; unimpeded movement within
traffic stream.
B Minor control delay at signalized intersections; traffic operates at a fairly unimpeded level with slightly
restricted movement within traffic stream.
C Moderate control delay; movement within traffic stream more restricted than at LOS B; formation of
queues contributes to lower average travel speeds.
D Considerable control delay that may be substantially increased by small increases in flow; average
travel speeds continue to decrease.
E High control delay; average travel speed no more than 33 percent of free flow speed.
F Extremely high control delay; extensive queuing and high volumes create exceedingly restricted traffic
flow.
1Highway Capacity Manual 2010
The range of control delay for each rating (as detailed in the HCM) is shown in Table 4. Because
signalized intersections are expected to carry a higher volume of vehicles and stopping is required
during red time, note that higher delays are tolerated for the corresponding LOS ratings.
2.2.b
Packet Pg. 62
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F
a
c
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)
NOT TO SCALE
N
SITESITE
A
C
C
E
S
S
A
A
C
C
E
S
S
A
AC
C
E
S
S
B
AC
C
E
S
S
B
PR
I
V
A
T
E
D
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I
V
E
W
A
Y
PR
I
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A
T
E
D
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V
E
W
A
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A
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H
T
S
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A
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N
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T
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N
H
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G
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T
S
R
O
A
D
ACCESS CACCESS C
McHEN
R
Y
R
O
A
D
McHEN
R
Y
R
O
A
D
COURTLAND DRIVECOURTLAND DRIVE
RAN
C
H
V
I
E
W
C
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U
R
T
RAN
C
H
V
I
E
W
C
O
U
R
T
LEGEND
Weekday AM Peak
(7:30 – 8:30am)
Weekday PM Peak
(4:45 – 5:45pm)
Saturday Peak
(11:00am – 12:00pm)
Existing Signalized
Intersection
Existing Stop Sign
Proposed Stop Sign
Less than Five Vehicles
xx
(xx)
[xx]
83
EXHIBIT 7
BUILD TRAFFIC VOLUMES
30
(
5
5
)
[
6
0
]
12
5
(
2
5
5
)
[
1
0
5
]
45
(
6
0
)
[
5
5
]
420 (1210) [520]
175 (370) [180]
15 (25) [20]
[
1
8
0
]
(
1
7
0
)
4
9
0
[
4
7
5
]
(
8
3
5
)
5
8
5
[
9
5
]
(
1
6
5
)
2
0
0
[565]
(
5
5
5
)
1
0
8
5
[615]
(
7
6
0
)
8
3
0
[60] (55) 85
[5]
(
-
)
5
[1
0
]
(
1
0
)
5
[-
]
(
-
)
-
[2
0
]
(
3
5
)
1
5
[775] (
7
3
5
)
1
5
4
0
[5] (15)
5
[35] (2
0
)
3
0
30
(
3
0
)
[
5
5
]
- (
-
)
[
-
]
20
(
5
)
[
3
0
]
[15]
(
3
0
)
1
0
[5] (
1
5
)
3
0
45 (3
0
)
[
1
5
]
- (-)
[
-
]
575 (15
7
5
)
[
6
7
5
]
15 (55)
[
3
5
]
25 (35)
[
4
5
]
15
(
3
0
)
[
2
5
]
- (
-
)
[
-
]
[15] (1
5
)
5
[-] (-) -
- (-)
[
-
]
20 (
1
0
)
[
2
0
]
[15
]
(
1
5
)
1
0
[2
5
]
(
3
5
)
5
[-]
(
5
)
-
2.2.b
Packet Pg. 63
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f
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-
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F
a
c
i
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)
Page 13 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
Table 4. Level of Service Grading Criteria1
Level of Service Average Control Delay (s/veh) at:
Unsignalized Intersections Signalized Intersections
A 0 – 10 0 – 10
B > 10 – 15 > 10 – 20
C > 15 – 25 >20 – 35
D > 25 – 35 > 35 – 55
E > 35 – 50 >55 – 80
F2 > 50 > 80
1Highway Capacity Manual 2010
2All movements with a Volume to Capacity (v/C) ratio greater than 1 receive a rating of LOS F.
Based on these standards, capacity results were identified for the study intersections under
existing conditions. In order to evaluate existing traffic operation, signal timings for the McHenry
Road/Arlington Heights Road intersection were obtained from the Illinois Department of
Transportation (IDOT). For purposes of a conservative analysis, right-turn-on-red (RTOR)
movements were not included in the analysis of the signalized intersection. Minor-leg stop control
was assumed for the analysis of Access B and Access C (existing stop sign posted at Access A).
It should be noted that this study does not consider the effects of platooned vehicle progression
along McHenry Road for the analysis of Access B. Vehicle platooning often increases the number
of gaps available to minor-street vehicles, thereby reducing actual vehicle delay relative to the
results projected by the model; as such, the results contained within this study can be considered
conservative.
The results of capacity analysis for existing conditions are summarized in Table 5. In this table,
operation on each approach is quantified according to the average delay per vehicle and the
corresponding level of service. Overall intersection operations are reported for the signalized
intersection. Overall intersection level of service is not reported for minor-leg stop-controlled
intersections, since the majority of vehicles are able to move through the intersection with little to
no delay. The results presented in Table 5 are based on Synchro’s HCM 2010 reports. A copy of
the capacity analysis reports is provided as Attachment 3.
2.2.b
Packet Pg. 64
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F
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Page 14 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
Table 5. Existing and Build Levels of Service
Intersection
Existing Traffic Conditions Build Traffic Conditions (with Outlot Development)
Weekday Saturday Weekday Saturday
AM Peak Hour PM Peak Hour Midday Peak Hour AM Peak Hour PM Peak Hour Midday Peak Hour
Delay
(s/veh) LOS Delay
(s/veh) LOS Delay
(s/veh) LOS Delay
(s/veh) LOS Delay
(s/veh) LOS Delay
(s/veh) LOS
McHenry Road / Arlington Heights Road
Eastbound 42 D 66 E3 24 C 42 D 66 E3 24 C
Westbound 40 D1 65 E 13 B 41 D1 65 E 14 B
Northbound >120 F 77 E2 >120 F >120 F 77 E2 >120 F
Southbound 71 E2 96 F 49 D1 71 E2 96 F 484 D1
Intersection 70 E 71 E 70 E 70 E 71 E 70 E
Access A / Courtland Drive
Westbound (Left) 7 A 7 A 7 A 7 A 7 A 7 A
Northbound (Access A) 9 A 9 A 9 A 9 A 9 A 9 A
Access B / McHenry Road
Eastbound (Left) 9 A 15- B 9 A 9 A 15 C 9 A
Westbound (Left) 15+ C 10- A 10- A 15- B 10- A 10- A
Northbound 74 F >120 F5 24 C 87 F >120 F5 27 D
Southbound 41 E >120 F5 21 C 70 F >120 F5 33 D
Access C / Ranchview Court
Eastbound (Access C) 9 A 9 A 9 A 9 A 9 A 9 A
Northbound (Left) 7 A 7 A 7 A 7 A 7 A 7 A
1Left-turn movement operates at LOS E.
2Left-turn movement operates at LOS F.
3Right-turn movement operates at LOS F.
4Decrease in delay as compared to existing conditions is attributable to additional green time allocated to the southbound approach under the build condition.
5Based on volume of traffic along McHenry Road, delay and 95th percentile queues not reported. Assumed delay exceeds 120 seconds (LOS F).
2.2.b
Packet Pg. 65
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Page 15 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
With the addition of site-generated traffic, the signalized intersection of McHenry Road/Arlington
Heights Road is expected to operate similar to existing conditions. The proposed outlot is not
expected to materially impact delay or queue conditions at the signalized intersection.
The site access driveways are also expected to operate similar to existing conditions. At Access
A (Courtland Drive) and Access C (Ranchview Court), limited delay is projected. The 95th
percentile queues for outbound traffic are estimated to be approximately one vehicle or less during
each peak hour, consistent with existing conditions.
At the intersection of Access B/McHenry Road, the eastbound and westbound left-turn
movements are projected to continue to operate at LOS C or better during each peak hour. The
95th percentile queue projected for each turn lane is approximately one vehicle or less during the
peak hours. The northbound and southbound approaches are expected to operate at LOS F
during the weekday peak hours. During the Saturday midday peak hour, the northbound and
southbound approaches are projected to operate at LOS D. The high average delay estimated
for the northbound and southbound approaches is not unusual for a minor-street stop-controlled
intersection with a heavily traveled arterial such as McHenry Road. These results are based on a
conservative analysis that does not consider the effects of platooned vehicle progression from
the signalized intersections along McHenry Road.
Based on the capacity analysis, the projected 95th percentile queue for outbound traffic at Access
B is two vehicles during the weekday morning and Saturday midday peak hours. During the
evening peak hour, 95th percentile queues are not reported for Access B under the existing and
build conditions due to the volume of traffic along McHenry Road. During each peak hour, the 95th
percentile queues projected for Access B would be internal to the site and are not expected to
impact operations along McHenry Road.
The current site access and onsite circulation configuration provides flexibility for motorists to
select an alternate outbound access driveway (i.e., Access A or Access C) if long delays or
queues are observed at Access B. Furthermore, the proposed outlot development is considered
a discretionary use; and therefore, if motorists experience significant delays or queues, alternate
coffee shop locations may be selected.
In order to enhance access to the proposed drive-through window and facilitate circulation through
the parking lot, onsite wayfinding is recommended. Installation of minor-leg stop control is
recommended for Access B and Access C (existing stop sign posted at Access A).
Conclusion
Based on an evaluation of existing and build traffic conditions, the following recommendations
have been identified for Spoerlein Commons as part of development of the proposed outlot:
Minor-leg stop control should be posted for outbound traffic at Access B and Access C.
Onsite wayfinding should be installed to facilitate inbound and outbound access for the
proposed drive-through window.
2.2.b
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Page 16 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
Regardless of the final configuration of the intersection geometrics, several additional items
should be taken into consideration when preparing the site plan for the subject development. As
the site design progresses, care should be taken with landscaping, signage, and monumentation
at the site access locations to ensure that adequate horizontal sight distance is provided. If
alterations to the site plan or land use should occur, changes to the analysis provided within this
traffic impact study may be needed.
2.2.b
Packet Pg. 67
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Page 17 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
ATTACHMENTS
1. Conceptual Site Plan
2. Traffic Count Data
3. Synchro Capacity Reports
Existing Conditions
Build Conditions
2.2.b
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Page 18 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
CONCEPTUAL SITE PLAN
2.2.b
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2.2.b
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Page 19 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
TRAFFIC COUNT DATA
2.2.b
Packet Pg. 71
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Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total
AM Peak Hour Lights 4 81 1069 807 1961 998 0 168 399 14 581 1592 0 566 198 481 1245 1092 0 42 117 29 188 293 3975
Specified Period %100% 96% 99% 97% 98% 96% 0% 98% 96% 88% 97% 98% 0% 96% 99% 98% 97% 97% 0% 95% 94% 94% 94% 98% 97%
7:30 AM - 8:30 AM Mediums 0 1 11 15 27 23 0 3 8 2 13 21 0 13 2 8 23 25 0 2 7 2 11 5 74
One Hour Peak %0% 1% 1% 2% 1% 2% 0% 2% 2% 13% 2% 1% 0% 2% 1% 2% 2% 2% 0% 5% 6% 6% 6% 2% 2%
7:30 AM - 8:30 AM Articulated Trucks 0 2 3 6 11 16 0 0 8 0 8 4 0 8 0 1 9 6 0 0 0 0 0 2 28
%0% 2% 0% 1% 1% 2% 0% 0% 2% 0% 1% 0% 0% 1% 0% 0% 1% 1% 0% 0% 0% 0% 0% 1% 1%
Total 4 84 1083 828 1999 1037 0 171 415 16 602 1617 0 587 200 490 1277 1123 0 44 124 31 199 300 4077
PHF 0.5 0.88 0.93 0.95 0.95 0.84 0 0.87 0.89 0.8 0.92 0.99 0 0.8 0.85 0.91 0.91 0.95 0 0.69 0.89 0.86 0.96 0.85 0.93
HV %0% 4% 1% 3% 2% 4% 0% 2% 4% 13% 3% 2% 0% 4% 1% 2% 3% 3% 0% 5% 6% 6% 6% 2% 3%
PM Peak Hour Lights 0 54 545 752 1351 2087 0 371 1200 26 1597 777 0 830 163 172 1165 1376 0 60 253 57 370 243 4483
Specified Period %0% 100% 99% 99% 99% 99% 0% 100% 100% 96% 100% 99% 0% 99% 99% 100% 99% 99% 0% 100% 99% 100% 99% 99% 99%
4:45 PM - 5:45 PM Mediums 0 0 6 7 13 10 0 0 6 1 7 6 0 4 1 0 5 9 0 0 2 0 2 2 27
One Hour Peak %0% 0% 1% 1% 1% 0% 0% 0% 0% 4% 0% 1% 0% 0% 1% 0% 0% 1% 0% 0% 1% 0% 1% 1% 1%
4:45 PM - 5:45 PM Articulated Trucks 0 0 1 0 1 3 0 0 0 0 0 1 0 3 0 0 3 0 0 0 0 0 0 0 4
%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%
Total 0 54 552 759 1365 2100 0 371 1206 27 1604 784 0 837 164 172 1173 1385 0 60 255 57 372 245 4514
PHF 0 0.68 0.91 0.87 0.9 0.94 0 0.96 0.91 0.84 0.95 0.96 0 0.94 0.71 0.83 0.9 0.94 0 0.75 0.85 0.75 0.86 0.74 0.95
HV %0% 0% 1% 1% 1% 1% 0% 0% 0% 4% 0% 1% 0% 1% 1% 0% 1% 1% 0% 0% 1% 0% 1% 1% 1%
Study Name Arlington Heights Rd & McHenry Rd
Date Thursday, March 07, 2019
Report Summary
Eastbound Westbound Northbound Southbound
2.2.b
Packet Pg. 72
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Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total
SAT Peak Hour Lights 3 59 560 605 1227 1036 0 174 503 21 698 788 0 471 94 175 740 882 0 53 103 59 215 174 2880
Specified Period %100% 100% 100% 98% 99% 99% 0% 99% 99% 100% 99% 100% 0% 99% 99% 100% 99% 98% 0% 98% 99% 100% 99% 99% 99%
11:00 AM - 12:00 PM Mediums 0 0 1 10 11 8 0 1 4 0 5 2 0 4 1 0 5 12 0 1 1 0 2 1 23
One Hour Peak %0% 0% 0% 2% 1% 1% 0% 1% 1% 0% 1% 0% 0% 1% 1% 0% 1% 1% 0% 2% 1% 0% 1% 1% 1%
11:00 AM - 12:00 PM Articulated Trucks 0 0 0 2 2 1 0 0 1 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 3
%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%
Total 3 59 561 617 1240 1045 0 175 508 21 704 790 0 475 95 175 745 896 0 54 104 59 217 175 2906
PHF 0.75 0.82 0.88 0.93 0.91 0.94 0 0.83 0.88 0.66 0.94 0.92 0 0.93 0.88 0.89 0.94 0.93 0 0.96 0.93 0.82 0.92 0.99 0.97
HV %0% 0% 0% 2% 1% 1% 0% 1% 1% 0% 1% 0% 0% 1% 1% 0% 1% 2% 0% 2% 1% 0% 1% 1% 1%
Study Name Arlington Heights Rd & McHenry Rd
Date Saturday, March 09, 2019
Report Summary
Eastbound Westbound Northbound Southbound
2.2.b
Packet Pg. 73
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Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total
AM Peak Hour Lights 0 18 1529 7 1554 574 1 15 550 13 579 1553 0 4 1 15 20 22 0 8 0 20 28 32 2181
Specified Period %0% 100% 99% 100% 99% 96% 100% 94% 96% 100% 96% 99% 0% 100% 100% 94% 95% 96% 0% 100% 0% 100% 100% 100% 98%
7:30 AM - 8:30 AM Mediums 0 0 18 0 18 17 0 1 17 0 18 19 0 0 0 1 1 1 0 0 0 0 0 0 37
One Hour Peak %0% 0% 1% 0% 1% 3% 0% 6% 3% 0% 3% 1% 0% 0% 0% 6% 5% 4% 0% 0% 0% 0% 0% 0% 2%
7:30 AM - 8:30 AM Articulated Trucks 0 0 4 0 4 6 0 0 6 0 6 4 0 0 0 0 0 0 0 0 0 0 0 0 10
%0% 0% 0% 0% 0% 1% 0% 0% 1% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 18 1551 7 1576 597 1 16 573 13 603 1576 0 4 1 16 21 23 0 8 0 20 28 32 2228
PHF 0 0.75 0.97 0.58 0.98 0.9 0.25 0.36 0.88 0.65 0.92 0.98 0 0.33 0.25 0.67 0.58 0.41 0 0.33 0 0.62 0.7 0.73 0.97
HV %0% 0% 1% 0% 1% 4% 0% 6% 4% 0% 4% 1% 0% 0% 0% 6% 5% 4% 0% 0% 0% 0% 0% 0% 2%
PM Peak Hour Lights 1 9 737 16 763 1604 1 53 1574 18 1646 776 0 10 0 36 46 70 0 2 1 19 22 27 2477
Specified Period %100% 100% 99% 100% 99% 100% 100% 100% 100% 100% 100% 99% 0% 100% 0% 100% 100% 100% 0% 100% 100% 100% 100% 100% 100%
4:45 PM - 5:45 PM Mediums 0 0 4 0 4 7 0 0 7 0 7 4 0 0 0 0 0 0 0 0 0 0 0 0 11
One Hour Peak %0% 0% 1% 0% 1% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
4:45 PM - 5:45 PM Articulated Trucks 0 0 1 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 1 9 742 16 768 1611 1 53 1581 18 1653 781 0 10 0 36 46 70 0 2 1 19 22 27 2489
PHF 0.25 0.56 0.93 0.57 0.94 0.95 0.25 0.78 0.94 0.64 0.94 0.93 0 0.62 0 0.75 0.88 0.73 0 0.25 0.25 0.53 0.5 0.75 0.97
HV %0% 0% 1% 0% 1% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Study Name McHenry Rd & Access Driveway
Start Date Thursday, March 07, 2019
Report Summary
Eastbound Westbound Northbound Southbound
2.2.b
Packet Pg. 74
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Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total
SAT Peak Hour Lights 0 9 785 3 797 722 0 37 687 13 737 814 0 11 0 21 32 40 0 8 0 24 32 22 1598
Specified Period %0% 100% 99% 100% 100% 99% 0% 100% 99% 100% 99% 100% 0% 100% 0% 100% 100% 100% 0% 100% 0% 100% 100% 100% 100%
11:00 AM - 12:00 PM Mediums 0 0 4 0 4 3 0 0 3 0 3 4 0 0 0 0 0 0 0 0 0 0 0 0 7
One Hour Peak %0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
11:00 AM - 12:00 PM Articulated Trucks 0 0 0 0 0 1 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 9 789 3 801 726 0 37 691 13 741 818 0 11 0 21 32 40 0 8 0 24 32 22 1606
PHF 0 0.75 0.93 0.38 0.93 0.93 0 0.84 0.91 0.65 0.93 0.91 0 0.69 0 0.58 0.62 0.83 0 0.67 0 0.55 0.57 0.79 0.95
HV %0% 0% 1% 0% 0% 1% 0% 0% 1% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Study Name McHenry Rd & Access Driveway
End Date Saturday, March 09, 2019
Report Summary
Eastbound Westbound Northbound Southbound
2.2.b
Packet Pg. 75
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Time Period Class.U L R I O U L T I O U T R I O Total
AM Peak Hour Lights 0 0 2 2 4 0 4 4 8 22 0 20 0 20 4 30
Specified Period %0% 0% 100% 100% 100% 0% 100% 57% 73% 100% 0% 100% 0% 100% 57% 91%
7:30 AM - 8:30 AM Mediums 0 0 0 0 0 0 0 3 3 0 0 0 0 0 3 3
One Hour Peak %0% 0% 0% 0% 0% 0% 0% 43% 27% 0% 0% 0% 0% 0% 43% 9%
7:30 AM - 8:30 AM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 0 2 2 4 0 4 7 11 22 0 20 0 20 7 33
PHF 0 0 0.5 0.5 0.5 0 0.5 0.35 0.39 0.79 0 0.83 0 0.83 0.35 0.63
HV %0% 0% 0% 0% 0% 0% 0% 43% 27% 0% 0% 0% 0% 0% 43% 9%
PM Peak Hour Lights 0 1 11 12 14 3 13 35 51 24 0 10 1 11 36 74
Specified Period %0% 100% 100% 100% 100% 100% 100% 100% 100% 100% 0% 100% 100% 100% 100% 100%
4:45 PM - 5:45 PM Mediums 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
One Hour Peak %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
4:45 PM - 5:45 PM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 1 11 12 14 3 13 35 51 24 0 10 1 11 36 74
PHF 0 0.25 0.46 0.5 0.58 0.75 0.54 0.8 0.91 0.67 0 0.83 0.25 0.69 0.82 0.88
HV %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Study Name Ranchview Ct & Access Driveway
Start Date Thursday, March 07, 2019
Report Summary
Eastbound Northbound Southbound
2.2.b
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Time Period Class.U L R I O U L T I O U T R I O Total
SAT Peak Hour Lights 0 1 10 11 8 1 8 24 33 30 0 19 0 19 25 63
Specified Period %0% 100% 100% 100% 100% 100% 100% 100% 100% 100% 0% 100% 0% 100% 100% 100%
11:00 AM - 12:00 PM Mediums 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
One Hour Peak %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
11:00 AM - 12:00 PM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 1 10 11 8 1 8 24 33 30 0 19 0 19 25 63
PHF 0 0.25 0.83 0.69 0.5 0.25 0.5 0.75 0.69 0.75 0 0.68 0 0.68 0.78 0.75
HV %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Study Name Ranchview Ct & Access Driveway
End Date Saturday, March 09, 2019
Report Summary
Eastbound Northbound Southbound
2.2.b
Packet Pg. 77
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Time Period Class.U L R I O U T R I O U L T I O Total
AM Peak Hour Lights 0 15 1 16 24 0 11 23 34 56 0 1 41 42 12 92
Specified Period %0% 100% 100% 100% 100% 0% 92% 100% 97% 95% 0% 100% 93% 93% 92% 96%
7:30 AM - 8:30 AM Mediums 0 0 0 0 0 0 1 0 1 3 0 0 3 3 1 4
One Hour Peak %0% 0% 0% 0% 0% 0% 8% 0% 3% 5% 0% 0% 7% 7% 8% 4%
7:30 AM - 8:30 AM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 15 1 16 24 0 12 23 35 59 0 1 44 45 13 96
PHF 0 0.62 0.25 0.57 0.6 0 0.38 0.64 0.62 0.82 0 0.25 0.79 0.8 0.41 0.83
HV %0% 0% 0% 0% 0% 0% 8% 0% 3% 5% 0% 0% 7% 7% 8% 4%
PM Peak Hour Lights 0 27 2 29 17 0 28 16 44 58 0 1 31 32 30 105
Specified Period %0% 100% 100% 100% 100% 0% 100% 100% 100% 100% 0% 100% 100% 100% 100% 100%
4:45 PM - 5:45 PM Mediums 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
One Hour Peak %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
4:45 PM - 5:45 PM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 27 2 29 17 0 28 16 44 58 0 1 31 32 30 105
PHF 0 0.61 0.5 0.6 0.53 0 0.64 0.5 0.79 0.85 0 0.25 0.65 0.67 0.62 0.88
HV %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Study Name Courtland Dr & Access Driveway
Start Date Thursday, March 07, 2019
Report Summary
Westbound Northbound Southbound
2.2.b
Packet Pg. 78
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Time Period Class.U L R I O U T R I O U L T I O Total
SAT Peak Hour Lights 0 21 0 21 7 0 13 7 20 37 0 0 16 16 13 57
Specified Period %0% 100% 0% 100% 100% 0% 100% 100% 100% 97% 0% 0% 94% 94% 100% 98%
11:00 AM - 12:00 PM Mediums 0 0 0 0 0 0 0 0 0 1 0 0 1 1 0 1
One Hour Peak %0% 0% 0% 0% 0% 0% 0% 0% 0% 3% 0% 0% 6% 6% 0% 2%
11:00 AM - 12:00 PM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
%0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total 0 21 0 21 7 0 13 7 20 38 0 0 17 17 13 58
PHF 0 0.52 0 0.52 0.58 0 0.65 0.58 0.83 0.73 0 0 0.85 0.85 0.65 0.91
HV %0% 0% 0% 0% 0% 0% 0% 0% 0% 3% 0% 0% 6% 6% 0% 2%
Study Name Courtland Dr & Access Driveway
End Date Saturday, March 09, 2019
Report Summary
Westbound Northbound Southbound
2.2.b
Packet Pg. 79
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Page 21 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
EXISTING (2019) SYNCHRO CAPACITY REPORTS
Weekday Morning Peak Hour
Weekday Evening Peak Hour
Saturday Midday Peak Hour
2.2.b
Packet Pg. 80
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 85 1085 830 170 415 15 585 200 490 45 125
Future Volume (veh/h) 5 85 1085 830 170 415 15 585 200 490 45 125
Number 1 6 16 5 2 12 7 4 14 3 8
Initial Q, veh 00000000000
Ped-Bike Adj (A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1829 1961 1845 1863 1821 1900 1827 1863 1900 1882 1792
Adj Flow Rate, veh/h 89 1142 874 179 437 16 616 211 516 47 132
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %42324442256
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 450 1567 976 200 1530 56 680 172 422 61 267
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.04 0.42 0.42 0.07 0.45 0.45 0.20 0.36 0.36 0.03 0.19
Ln Grp Delay, s/veh 26.5 44.1 39.9 64.4 30.5 30.5 76.2 0.0 169.7 100.3 0.0
Ln Grp LOS C D D E C C E F F
Approach Vol, veh/h 2105 632 1343 211
Approach Delay, s/veh 41.6 40.1 126.8 71.0
Approach LOS D D F E
Timer:12345678
Assigned Phs 12345678
Case No 1.1 4.0 2.0 4.0 1.1 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 10.4 82.4 10.2 67.0 15.2 77.5 38.8 38.5
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green (Gmax), s 11.5 67.0 10.5 61.0 16.5 62.0 46.5 25.0
Max Allow Headway (MAH), s 3.7 4.9 3.8 5.1 3.7 4.5 3.7 5.3
Max Q Clear (g_c+l1), s 6.9 15.8 6.4 63.0 11.5 73.5 32.3 16.4
Green Ext Time (g_e), s 0.1 2.6 0.0 0.0 0.2 0.0 2.0 0.5
Prob of Phs Call (p_c)0.99 1.00 0.89 1.00 1.00 1.00 1.00 1.00
Prob of Max Out (p_x)0.37 0.00 0.70 1.00 0.34 1.00 0.01 0.17
Left-Turn Movement Data
Assigned Mvmt 1357
Mvmt Sat Flow, veh/h 1742 1792 1774 3375
Through Movement Data
Assigned Mvmt 2468
Mvmt Sat Flow, veh/h 3405 480 3725 1395
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 124 1175 1568 338
Left Lane Group Data
Assigned Mvmt 10305070
Lane Assignment (Pr/Pm) (Prot) (Pr/Pm) (Prot)
2.2.b
Packet Pg. 81
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 2
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 30
Future Volume (veh/h) 30
Number 18
Initial Q, veh 0
Ped-Bike Adj (A_pbT) 1.00
Parking Bus Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 32
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 6
Opposing Right Turn Influence
Cap, veh/h 65
HCM Platoon Ratio 1.00
Prop Arrive On Green 0.19
Ln Grp Delay, s/veh 62.6
Ln Grp LOS E
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer:
2.2.b
Packet Pg. 82
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 3
Lanes in Grp 10101020
Grp Vol (v), veh/h 89 0 47 0 179 0 616 0
Grp Sat Flow (s), veh/h/ln 1742 0 1792 0 1774 0 1688 0
Q Serve Time (g_s), s 4.9 0.0 4.4 0.0 9.5 0.0 30.3 0.0
Cycle Q Clear Time (g_c), s 4.9 0.0 4.4 0.0 9.5 0.0 30.3 0.0
Perm LT Sat Flow (s_l), veh/h/ln 917 0 0 0 211 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 00000000
Perm LT Eff Green (g_p), s 71.5 0.0 0.0 0.0 73.5 0.0 0.0 0.0
Perm LT Serve Time (g_u), s 62.6 0.0 0.0 0.0 28.0 0.0 0.0 0.0
Perm LT Q Serve Time (g_ps), s 1.0 0.0 0.0 0.0 28.0 0.0 0.0 0.0
Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Lane Grp Cap (c), veh/h 450 0 61 0 200 0 680 0
V/C Ratio (X)0.20 0.00 0.78 0.00 0.90 0.00 0.91 0.00
Avail Cap (c_a), veh/h 498 0 111 0 249 0 923 0
Upstream Filter (I)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Uniform Delay (d1), s/veh 26.3 0.0 81.5 0.0 36.8 0.0 66.3 0.0
Incr Delay (d2), s/veh 0.2 0.0 18.8 0.0 27.5 0.0 9.9 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 26.5 0.0 100.3 0.0 64.4 0.0 76.2 0.0
1st-Term Q (Q1), veh/ln 2.4 0.0 2.2 0.0 4.6 0.0 14.1 0.0
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 1.5 0.0 0.9 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
%ile Back of Q (50%), veh/ln 2.4 0.0 2.5 0.0 6.2 0.0 15.0 0.0
%ile Storage Ratio (RQ%)0.27 0.00 0.41 0.00 0.69 0.00 0.88 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Middle Lane Group Data
Assigned Mvmt 02040608
Lane Assignment T T
Lanes in Grp 01000200
Grp Vol (v), veh/h 0 222 0 0 0 1142 0 0
Grp Sat Flow (s), veh/h/ln 0 1730 0 0 0 1863 0 0
Q Serve Time (g_s), s 0.0 13.8 0.0 0.0 0.0 43.5 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 13.8 0.0 0.0 0.0 43.5 0.0 0.0
Lane Grp Cap (c), veh/h 0 777 0 0 0 1567 0 0
V/C Ratio (X)0.00 0.29 0.00 0.00 0.00 0.73 0.00 0.00
Avail Cap (c_a), veh/h 0 777 0 0 0 1567 0 0
Upstream Filter (I)0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d1), s/veh 0.0 29.6 0.0 0.0 0.0 41.1 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.0 3.0 0.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 30.5 0.0 0.0 0.0 44.1 0.0 0.0
1st-Term Q (Q1), veh/ln 0.0 6.6 0.0 0.0 0.0 22.4 0.0 0.0
2.2.b
Packet Pg. 83
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 4
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.7 0.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 6.8 0.0 0.0 0.0 23.0 0.0 0.0
%ile Storage Ratio (RQ%)0.00 0.41 0.00 0.00 0.00 0.96 0.00 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R T+R R T+R
Lanes in Grp 01010101
Grp Vol (v), veh/h 0 231 0 727 0 874 0 164
Grp Sat Flow (s), veh/h/ln 0 1799 0 1655 0 1568 0 1733
Q Serve Time (g_s), s 0.0 13.8 0.0 61.0 0.0 71.5 0.0 14.4
Cycle Q Clear Time (g_c), s 0.0 13.8 0.0 61.0 0.0 71.5 0.0 14.4
Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 1568.0 0.0 0.0
Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 34.3 0.0 0.0
Prop RT Outside Lane (P_R) 0.00 0.07 0.00 0.71 0.00 1.00 0.00 0.20
Lane Grp Cap (c), veh/h 0 808 0 594 0 976 0 331
V/C Ratio (X)0.00 0.29 0.00 1.22 0.00 0.90 0.00 0.50
Avail Cap (c_a), veh/h 0 808 0 594 0 976 0 331
Upstream Filter (I)0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
Uniform Delay (d1), s/veh 0.0 29.6 0.0 54.5 0.0 27.4 0.0 61.4
Incr Delay (d2), s/veh 0.0 0.9 0.0 115.2 0.0 12.5 0.0 1.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 30.5 0.0 169.7 0.0 39.9 0.0 62.6
1st-Term Q (Q1), veh/ln 0.0 6.9 0.0 27.9 0.0 34.8 0.0 6.9
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 19.0 0.0 3.4 0.0 0.1
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 7.1 0.0 46.9 0.0 38.2 0.0 7.0
%ile Storage Ratio (RQ%)0.00 0.43 0.00 2.21 0.00 1.60 0.00 1.27
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 33.3 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 69.5
HCM 2010 LOS E
Notes
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 84
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 5
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 85 1085 830 170 415 15 585 200 490 45 125
Future Volume (veh/h) 5 85 1085 830 170 415 15 585 200 490 45 125
Number 1 6 16 5 2 12 7 4 14 3 8
Initial Q (Qb), veh 00000000000
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1829 1961 1845 1863 1821 1900 1827 1863 1900 1882 1792
Adj Flow Rate, veh/h 89 1142 874 179 437 16 616 211 516 47 132
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %42324442256
Cap, veh/h 450 1567 976 200 1530 56 680 172 422 61 267
Arrive On Green 0.04 0.42 0.42 0.07 0.45 0.45 0.20 0.36 0.36 0.03 0.19
Sat Flow, veh/h 1742 3725 1568 1774 3405 124 3375 480 1175 1792 1395
Grp Volume(v), veh/h 89 1142 874 179 222 231 616 0 727 47 0
Grp Sat Flow(s),veh/h/ln 1742 1863 1568 1774 1730 1799 1688 0 1655 1792 0
Q Serve(g_s), s 4.9 43.5 71.5 9.5 13.8 13.8 30.3 0.0 61.0 4.4 0.0
Cycle Q Clear(g_c), s 4.9 43.5 71.5 9.5 13.8 13.8 30.3 0.0 61.0 4.4 0.0
Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.71 1.00
Lane Grp Cap(c), veh/h 450 1567 976 200 777 808 680 0 594 61 0
V/C Ratio(X)0.20 0.73 0.90 0.90 0.29 0.29 0.91 0.00 1.22 0.78 0.00
Avail Cap(c_a), veh/h 498 1567 976 249 777 808 923 0 594 111 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 26.3 41.1 27.4 36.8 29.6 29.6 66.3 0.0 54.5 81.5 0.0
Incr Delay (d2), s/veh 0.2 3.0 12.5 27.5 0.9 0.9 9.9 0.0 115.2 18.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 23.0 38.2 6.2 6.8 7.1 15.0 0.0 46.9 2.5 0.0
LnGrp Delay(d),s/veh 26.5 44.1 39.9 64.4 30.5 30.5 76.2 0.0 169.7 100.3 0.0
LnGrp LOS C D D E C C E F F
Approach Vol, veh/h 2105 632 1343 211
Approach Delay, s/veh 41.6 40.1 126.8 71.0
Approach LOS D D F E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 82.4 10.2 67.0 15.2 77.5 38.8 38.5
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 11.5 67.0 10.5 61.0 16.5 62.0 46.5 25.0
Max Q Clear Time (g_c+I1), s 6.9 15.8 6.4 63.0 11.5 73.5 32.3 16.4
Green Ext Time (p_c), s 0.1 2.6 0.0 0.0 0.2 0.0 2.0 0.5
Intersection Summary
HCM 2010 Ctrl Delay 69.5
HCM 2010 LOS E
Notes
2.2.b
Packet Pg. 85
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 6
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 30
Future Volume (veh/h) 30
Number 18
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 32
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 6
Cap, veh/h 65
Arrive On Green 0.19
Sat Flow, veh/h 338
Grp Volume(v), veh/h 164
Grp Sat Flow(s),veh/h/ln 1733
Q Serve(g_s), s 14.4
Cycle Q Clear(g_c), s 14.4
Prop In Lane 0.20
Lane Grp Cap(c), veh/h 331
V/C Ratio(X)0.50
Avail Cap(c_a), veh/h 331
HCM Platoon Ratio 1.00
Upstream Filter(I)1.00
Uniform Delay (d), s/veh 61.4
Incr Delay (d2), s/veh 1.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 7.0
LnGrp Delay(d),s/veh 62.6
LnGrp LOS E
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
2.2.b
Packet Pg. 86
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 7
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 87
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HCM 2010 TWSC
200: Access A & Courtland Drive 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 25 1 45 15 1
Future Vol, veh/h 10 25 1 45 15 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22722
Mvmt Flow 11 26 1 47 16 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 37 0 73 24
Stage 1 - - - - 24 -
Stage 2 - - - - 49 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1574 - 931 1052
Stage 1 - - - - 999 -
Stage 2 - - - - 973 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1574 - 930 1052
Mov Cap-2 Maneuver - - - - 930 -
Stage 1 - - - - 998 -
Stage 2 - - - - 973 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 8.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)937 - - 1574 -
HCM Lane V/C Ratio 0.018 - - 0.001 -
HCM Control Delay (s) 8.9 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
2.2.b
Packet Pg. 88
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HCM 2010 TWSC
300: Private Driveway/Access B & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 9
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 20 1550 5 15 575 15 5 1 15 10 1 20
Future Vol, veh/h 20 1550 5 15 575 15 5 1 15 10 1 20
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22642226222
Mvmt Flow 21 1632 5 16 605 16 5 1 16 11 1 21
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 621 0 0 1637 0 0 2012 2330 819 1504 2324 311
Stage 1 ------1677 1677 - 645 645 -
Stage 2 ------335653-8591679 -
Critical Hdwy 4.14 - - 4.22 - - 7.54 6.54 7.02 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.26 - - 3.52 4.02 3.36 3.52 4.02 3.32
Pot Cap-1 Maneuver 956 - - 374 - - 35 37 310 84 37 685
Stage 1 ------99150-427466-
Stage 2 ------653462-317150-
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 956 - - 374 - - 25 26 310 60 26 685
Mov Cap-2 Maneuver ------2526-6026-
Stage 1 ------75113-323436-
Stage 2 ------590432-225113-
Approach EB WB NB SB
HCM Control Delay, s 1.2 0.8 74.4 41
HCM LOS F E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)73 956 - - 374 - - 132
HCM Lane V/C Ratio 0.303 0.022 - - 0.042 - - 0.247
HCM Control Delay (s) 74.4 8.8 1.1 - 15.1 0.5 - 41
HCM Lane LOS F A A - C A - E
HCM 95th %tile Q(veh) 1.1 0.1 - - 0.1 - - 0.9
2.2.b
Packet Pg. 89
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HCM 2010 TWSC
400: Ranchview Court & Access C 03/29/2019
Existing (2019) Traffic Volumes 7:30 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 2 5 5 20 1
Future Vol, veh/h 1 2 5 5 20 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 43 2 2
Mvmt Flow 1 2 5 5 21 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 37 22 22 0 - 0
Stage 1 22 -----
Stage 2 15 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 975 1055 1593 - - -
Stage 1 1001 -----
Stage 2 1008 -----
Platoon blocked, %- - -
Mov Cap-1 Maneuver 972 1055 1593 - - -
Mov Cap-2 Maneuver 972 -----
Stage 1 998 -----
Stage 2 1008 -----
Approach EB NB SB
HCM Control Delay, s 8.5 3.6 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1593 - 1026 - -
HCM Lane V/C Ratio 0.003 - 0.003 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
2.2.b
Packet Pg. 90
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 55 550 760 370 1205 25 835 165 170 60 255 55
Future Volume (veh/h) 55 550 760 370 1205 25 835 165 170 60 255 55
Number 1 6 16 5 2 12 7 4 14 3 8 18
Initial Q, veh 000000000000
Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1862 1900 1863 1863 1900 1937 1863 1900
Adj Flow Rate, veh/h 58 579 800 389 1268 26 879 174 179 63 268 58
Adj No. of Lanes 121120210110
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %222222222222
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 130 928 795 409 1402 29 871 339 348 80 285 62
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.03 0.25 0.25 0.18 0.40 0.40 0.25 0.40 0.40 0.04 0.19 0.19
Ln Grp Delay, s/veh 48.2 56.6 73.2 71.3 62.8 62.3 92.5 0.0 36.7 97.8 0.0 95.1
Ln Grp LOS D E F E E E F D F F
Approach Vol, veh/h 1437 1683 1232 389
Approach Delay, s/veh 65.5 64.6 76.5 95.6
Approach LOS E E E F
Timer:12345678
Assigned Phs 12345678
Case No 1.1 4.0 2.0 4.0 1.1 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 9.0 69.3 11.5 70.3 32.4 45.9 45.0 36.8
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green (Gmax), s 10.5 57.0 9.5 63.0 30.5 37.0 40.5 32.0
Max Allow Headway (MAH), s 3.7 4.9 3.8 5.1 3.7 4.3 3.7 5.3
Max Q Clear (g_c+l1), s 5.9 55.9 7.4 26.9 28.6 41.9 42.5 30.5
Green Ext Time (g_e), s 0.0 0.8 0.0 2.2 0.3 0.0 0.0 0.3
Prob of Phs Call (p_c)0.92 1.00 0.94 1.00 1.00 1.00 1.00 1.00
Prob of Max Out (p_x)0.29 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1357
Mvmt Sat Flow, veh/h 1774 1845 1774 3442
Through Movement Data
Assigned Mvmt 2468
Mvmt Sat Flow, veh/h 3545 843 3725 1485
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 73 867 1583 321
Left Lane Group Data
Assigned Mvmt 10305070
Lane Assignment (Pr/Pm) (Prot) (Pr/Pm) (Prot)
2.2.b
Packet Pg. 91
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 2
Lanes in Grp 10101020
Grp Vol (v), veh/h 58 0 63 0 389 0 879 0
Grp Sat Flow (s), veh/h/ln 1774 0 1845 0 1774 0 1721 0
Q Serve Time (g_s), s 3.9 0.0 5.4 0.0 26.6 0.0 40.5 0.0
Cycle Q Clear Time (g_c), s 3.9 0.0 5.4 0.0 26.6 0.0 40.5 0.0
Perm LT Sat Flow (s_l), veh/h/ln 425 0 0 0 391 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 00000000
Perm LT Eff Green (g_p), s 39.9 0.0 0.0 0.0 41.9 0.0 0.0 0.0
Perm LT Serve Time (g_u), s 9.4 0.0 0.0 0.0 17.8 0.0 0.0 0.0
Perm LT Q Serve Time (g_ps), s 4.8 0.0 0.0 0.0 17.8 0.0 0.0 0.0
Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Lane Grp Cap (c), veh/h 130 0 80 0 409 0 871 0
V/C Ratio (X)0.44 0.00 0.78 0.00 0.95 0.00 1.01 0.00
Avail Cap (c_a), veh/h 186 0 110 0 427 0 871 0
Upstream Filter (I)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Uniform Delay (d1), s/veh 45.8 0.0 75.8 0.0 40.3 0.0 59.7 0.0
Incr Delay (d2), s/veh 2.4 0.0 22.0 0.0 31.0 0.0 32.7 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 48.2 0.0 97.8 0.0 71.3 0.0 92.5 0.0
1st-Term Q (Q1), veh/ln 1.9 0.0 2.8 0.0 17.0 0.0 19.2 0.0
2nd-Term Q (Q2), veh/ln 0.1 0.0 0.5 0.0 3.5 0.0 4.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
%ile Back of Q (50%), veh/ln 2.0 0.0 3.3 0.0 20.5 0.0 23.2 0.0
%ile Storage Ratio (RQ%)0.22 0.00 0.52 0.00 2.31 0.00 1.34 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0
Middle Lane Group Data
Assigned Mvmt 02040608
Lane Assignment T T
Lanes in Grp 01000200
Grp Vol (v), veh/h 0 632 0 0 0 579 0 0
Grp Sat Flow (s), veh/h/ln 0 1769 0 0 0 1863 0 0
Q Serve Time (g_s), s 0.0 53.8 0.0 0.0 0.0 22.1 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 53.8 0.0 0.0 0.0 22.1 0.0 0.0
Lane Grp Cap (c), veh/h 0 700 0 0 0 928 0 0
V/C Ratio (X)0.00 0.90 0.00 0.00 0.00 0.62 0.00 0.00
Avail Cap (c_a), veh/h 0 700 0 0 0 928 0 0
Upstream Filter (I)0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d1), s/veh 0.0 45.5 0.0 0.0 0.0 53.4 0.0 0.0
Incr Delay (d2), s/veh 0.0 17.3 0.0 0.0 0.0 3.2 0.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 62.8 0.0 0.0 0.0 56.6 0.0 0.0
1st-Term Q (Q1), veh/ln 0.0 26.4 0.0 0.0 0.0 11.4 0.0 0.0
2.2.b
Packet Pg. 92
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 3
2nd-Term Q (Q2), veh/ln 0.0 3.4 0.0 0.0 0.0 0.4 0.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 29.7 0.0 0.0 0.0 11.8 0.0 0.0
%ile Storage Ratio (RQ%)0.00 1.78 0.00 0.00 0.00 0.49 0.00 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R T+R R T+R
Lanes in Grp 01010101
Grp Vol (v), veh/h 0 662 0 353 0 800 0 326
Grp Sat Flow (s), veh/h/ln 0 1849 0 1710 0 1583 0 1806
Q Serve Time (g_s), s 0.0 53.9 0.0 24.9 0.0 39.9 0.0 28.5
Cycle Q Clear Time (g_c), s 0.0 53.9 0.0 24.9 0.0 39.9 0.0 28.5
Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 1583.3 0.0 0.0
Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 40.5 0.0 0.0
Prop RT Outside Lane (P_R) 0.00 0.04 0.00 0.51 0.00 1.00 0.00 0.18
Lane Grp Cap (c), veh/h 0 731 0 687 0 795 0 347
V/C Ratio (X)0.00 0.90 0.00 0.51 0.00 1.01 0.00 0.94
Avail Cap (c_a), veh/h 0 731 0 687 0 795 0 361
Upstream Filter (I)0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
Uniform Delay (d1), s/veh 0.0 45.5 0.0 36.1 0.0 39.8 0.0 63.7
Incr Delay (d2), s/veh 0.0 16.8 0.0 0.7 0.0 33.4 0.0 31.4
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 62.3 0.0 36.7 0.0 73.2 0.0 95.1
1st-Term Q (Q1), veh/ln 0.0 27.6 0.0 11.8 0.0 35.0 0.0 14.2
2nd-Term Q (Q2), veh/ln 0.0 3.4 0.0 0.1 0.0 7.4 0.0 3.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 31.0 0.0 11.9 0.0 42.4 0.0 17.3
%ile Storage Ratio (RQ%)0.00 1.86 0.00 0.56 0.00 1.77 0.00 3.04
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 70.5
HCM 2010 LOS E
Notes
User approved pedestrian interval to be less than phase max green.
2.2.b
Packet Pg. 93
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 55 550 760 370 1205 25 835 165 170 60 255 55
Future Volume (veh/h) 55 550 760 370 1205 25 835 165 170 60 255 55
Number 1 6 16 5 2 12 7 4 14 3 8 18
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1862 1900 1863 1863 1900 1937 1863 1900
Adj Flow Rate, veh/h 58 579 800 389 1268 26 879 174 179 63 268 58
Adj No. of Lanes 121120210110
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %222222222222
Cap, veh/h 130 928 795 409 1402 29 871 339 348 80 285 62
Arrive On Green 0.03 0.25 0.25 0.18 0.40 0.40 0.25 0.40 0.40 0.04 0.19 0.19
Sat Flow, veh/h 1774 3725 1583 1774 3545 73 3442 843 867 1845 1485 321
Grp Volume(v), veh/h 58 579 800 389 632 662 879 0 353 63 0 326
Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1769 1849 1721 0 1710 1845 0 1806
Q Serve(g_s), s 3.9 22.1 39.9 26.6 53.8 53.9 40.5 0.0 24.9 5.4 0.0 28.5
Cycle Q Clear(g_c), s 3.9 22.1 39.9 26.6 53.8 53.9 40.5 0.0 24.9 5.4 0.0 28.5
Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.51 1.00 0.18
Lane Grp Cap(c), veh/h 130 928 795 409 700 731 871 0 687 80 0 347
V/C Ratio(X)0.44 0.62 1.01 0.95 0.90 0.90 1.01 0.00 0.51 0.78 0.00 0.94
Avail Cap(c_a), veh/h 186 928 795 427 700 731 871 0 687 110 0 361
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 45.8 53.4 39.8 40.3 45.5 45.5 59.7 0.0 36.1 75.8 0.0 63.7
Incr Delay (d2), s/veh 2.4 3.2 33.4 31.0 17.3 16.8 32.7 0.0 0.7 22.0 0.0 31.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 11.8 42.4 20.5 29.7 31.0 23.2 0.0 11.9 3.3 0.0 17.3
LnGrp Delay(d),s/veh 48.2 56.6 73.2 71.3 62.8 62.3 92.5 0.0 36.7 97.8 0.0 95.1
LnGrp LOS D E F E E E F D F F
Approach Vol, veh/h 1437 1683 1232 389
Approach Delay, s/veh 65.5 64.6 76.5 95.6
Approach LOS E E E F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 69.3 11.5 70.3 32.4 45.9 45.0 36.8
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 10.5 57.0 9.5 63.0 30.5 37.0 40.5 32.0
Max Q Clear Time (g_c+I1), s 5.9 55.9 7.4 26.9 28.6 41.9 42.5 30.5
Green Ext Time (p_c), s 0.0 0.8 0.0 2.2 0.3 0.0 0.0 0.3
Intersection Summary
HCM 2010 Ctrl Delay 70.5
HCM 2010 LOS E
Notes
2.2.b
Packet Pg. 94
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 5
User approved pedestrian interval to be less than phase max green.
2.2.b
Packet Pg. 95
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HCM 2010 TWSC
200: Access A & Courtland Drive 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 6
Intersection
Int Delay, s/veh 2.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 30 15 1 30 25 2
Future Vol, veh/h 30 15 1 30 25 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 8 22222
Mvmt Flow 32 16 1 32 26 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 48 0 74 40
Stage 1 - - - - 40 -
Stage 2 - - - - 34 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1559 - 930 1031
Stage 1 - - - - 982 -
Stage 2 - - - - 988 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1559 - 929 1031
Mov Cap-2 Maneuver - - - - 929 -
Stage 1 - - - - 981 -
Stage 2 - - - - 988 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)936 - - 1559 -
HCM Lane V/C Ratio 0.03 - - 0.001 -
HCM Control Delay (s) 9 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
2.2.b
Packet Pg. 96
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HCM 2010 TWSC
300: Private Driveway/Access B & McHenry Road 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 740 15 55 1580 20 10 1 35 2 1 20
Future Vol, veh/h 10 740 15 55 1580 20 10 1 35 2 1 20
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 779 16 58 1663 21 11 1 37 2 1 21
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1684 0 0 795 0 0 1757 2609 398 2202 2607 842
Stage 1 ------809809-1790 1790 -
Stage 2 ------9481800 - 412 817 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 376 - - 822 - - 54 24 601 25 24 308
Stage 1 ------340392-84132-
Stage 2 ------280130-588388-
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 376 - - 822 - - - 0 601 - 0 308
Mov Cap-2 Maneuver -------0--0-
Stage 1 ------322371-800-
Stage 2 -------0-521367-
Approach EB WB NB SB
HCM Control Delay, s 0.6 4.6
HCM LOS --
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 376 - - 822 - - -
HCM Lane V/C Ratio - 0.028 - - 0.07 - - -
HCM Control Delay (s) - 14.8 0.4 - 9.7 4.5 - -
HCM Lane LOS - B A - A A - -
HCM 95th %tile Q(veh) - 0.1 - - 0.2 - - -
2.2.b
Packet Pg. 97
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HCM 2010 TWSC
400: Ranchview Court & Access C 04/04/2019
Existing (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh 2.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 10 15 40 10 1
Future Vol, veh/h 1 10 15 40 10 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 1 11 16 42 11 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 86 12 12 0 - 0
Stage 1 12 -----
Stage 2 74 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 915 1069 1607 - - -
Stage 1 1011 -----
Stage 2 949 -----
Platoon blocked, %- - -
Mov Cap-1 Maneuver 906 1069 1607 - - -
Mov Cap-2 Maneuver 906 -----
Stage 1 1001 -----
Stage 2 949 -----
Approach EB NB SB
HCM Control Delay, s 8.5 2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1607 - 1052 - -
HCM Lane V/C Ratio 0.01 - 0.011 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
2.2.b
Packet Pg. 98
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 60 560 615 175 510 20 475 95 175 55 105
Future Volume (veh/h) 5 60 560 615 175 510 20 475 95 175 55 105
Number 1 6 16 5 2 12 3 8 18 7 4
Initial Q, veh 00000000000
Ped-Bike Adj (A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1863 1900 1863 1863 1900 1937 1863
Adj Flow Rate, veh/h 63 589 647 184 537 21 500 100 184 58 111
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %22222222222
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 504 1832 778 373 1840 72 327 116 214 76 161
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.03 0.49 0.49 0.07 0.53 0.53 0.09 0.20 0.20 0.04 0.14
Ln Grp Delay, s/veh 12.0 15.8 31.9 11.9 13.9 13.8 298.4 0.0 46.0 61.7 0.0
Ln Grp LOS B B C B B B F D E
Approach Vol, veh/h 1299 742 784 232
Approach Delay, s/veh 23.6 13.4 207.0 48.5
Approach LOS C B F D
Timer:12345678
Assigned Phs 12345678
Case No 1.1 4.0 2.0 4.0 1.1 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 6.6 59.0 14.0 20.4 10.5 55.2 8.6 25.7
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green (Gmax), s 10.5 23.0 9.5 37.0 10.5 23.0 13.5 33.0
Max Allow Headway (MAH), s 3.7 4.9 3.7 5.4 3.7 4.4 3.8 5.1
Max Q Clear (g_c+l1), s 3.8 10.6 11.5 11.4 6.8 37.1 5.1 18.4
Green Ext Time (g_e), s 0.1 2.4 0.0 1.0 0.2 0.0 0.1 1.3
Prob of Phs Call (p_c)0.83 1.00 1.00 1.00 0.99 1.00 0.80 1.00
Prob of Max Out (p_x)0.02 0.14 1.00 0.00 1.00 1.00 0.00 0.02
Left-Turn Movement Data
Assigned Mvmt 1357
Mvmt Sat Flow, veh/h 1774 3442 1774 1845
Through Movement Data
Assigned Mvmt 2468
Mvmt Sat Flow, veh/h 3473 1117 3725 589
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 136 634 1583 1083
Left Lane Group Data
Assigned Mvmt 10305070
Lane Assignment (Pr/Pm) (Prot) (Pr/Pm) (Prot)
2.2.b
Packet Pg. 99
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 2
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 60
Future Volume (veh/h) 60
Number 14
Initial Q, veh 0
Ped-Bike Adj (A_pbT) 1.00
Parking Bus Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 63
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 2
Opposing Right Turn Influence
Cap, veh/h 91
HCM Platoon Ratio 1.00
Prop Arrive On Green 0.14
Ln Grp Delay, s/veh 44.1
Ln Grp LOS D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer:
2.2.b
Packet Pg. 100
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 3
Lanes in Grp 10201010
Grp Vol (v), veh/h 63 0 500 0 184 0 58 0
Grp Sat Flow (s), veh/h/ln 1774 0 1721 0 1774 0 1845 0
Q Serve Time (g_s), s 1.8 0.0 9.5 0.0 4.8 0.0 3.1 0.0
Cycle Q Clear Time (g_c), s 1.8 0.0 9.5 0.0 4.8 0.0 3.1 0.0
Perm LT Sat Flow (s_l), veh/h/ln 848 0 0 0 449 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 00000000
Perm LT Eff Green (g_p), s 49.2 0.0 0.0 0.0 51.2 0.0 0.0 0.0
Perm LT Serve Time (g_u), s 44.4 0.0 0.0 0.0 39.6 0.0 0.0 0.0
Perm LT Q Serve Time (g_ps), s 0.4 0.0 0.0 0.0 8.0 0.0 0.0 0.0
Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Lane Grp Cap (c), veh/h 504 0 327 0 373 0 76 0
V/C Ratio (X)0.13 0.00 1.53 0.00 0.49 0.00 0.76 0.00
Avail Cap (c_a), veh/h 634 0 327 0 436 0 249 0
Upstream Filter (I)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Uniform Delay (d1), s/veh 11.9 0.0 45.3 0.0 10.9 0.0 47.4 0.0
Incr Delay (d2), s/veh 0.1 0.0 253.1 0.0 1.0 0.0 14.3 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 12.0 0.0 298.4 0.0 11.9 0.0 61.7 0.0
1st-Term Q (Q1), veh/ln 0.8 0.0 4.5 0.0 2.3 0.0 1.6 0.0
2nd-Term Q (Q2), veh/ln 0.0 0.0 11.5 0.0 0.1 0.0 0.3 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
%ile Back of Q (50%), veh/ln 0.9 0.0 16.0 0.0 2.4 0.0 1.9 0.0
%ile Storage Ratio (RQ%)0.09 0.00 0.92 0.00 0.27 0.00 0.30 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 43.3 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0
Middle Lane Group Data
Assigned Mvmt 02040608
Lane Assignment T T
Lanes in Grp 01000200
Grp Vol (v), veh/h 0 273 0 0 0 589 0 0
Grp Sat Flow (s), veh/h/ln 0 1770 0 0 0 1863 0 0
Q Serve Time (g_s), s 0.0 8.6 0.0 0.0 0.0 9.5 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 8.6 0.0 0.0 0.0 9.5 0.0 0.0
Lane Grp Cap (c), veh/h 0 938 0 0 0 1832 0 0
V/C Ratio (X)0.00 0.29 0.00 0.00 0.00 0.32 0.00 0.00
Avail Cap (c_a), veh/h 0 938 0 0 0 1832 0 0
Upstream Filter (I)0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d1), s/veh 0.0 13.1 0.0 0.0 0.0 15.3 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 0.5 0.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 13.9 0.0 0.0 0.0 15.8 0.0 0.0
1st-Term Q (Q1), veh/ln 0.0 4.2 0.0 0.0 0.0 4.9 0.0 0.0
2.2.b
Packet Pg. 101
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 4
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 4.4 0.0 0.0 0.0 5.0 0.0 0.0
%ile Storage Ratio (RQ%)0.00 0.26 0.00 0.00 0.00 0.21 0.00 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R T+R R T+R
Lanes in Grp 01010101
Grp Vol (v), veh/h 0 285 0 174 0 647 0 284
Grp Sat Flow (s), veh/h/ln 0 1839 0 1751 0 1583 0 1672
Q Serve Time (g_s), s 0.0 8.6 0.0 9.4 0.0 35.1 0.0 16.4
Cycle Q Clear Time (g_c), s 0.0 8.6 0.0 9.4 0.0 35.1 0.0 16.4
Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop RT Outside Lane (P_R) 0.00 0.07 0.00 0.36 0.00 1.00 0.00 0.65
Lane Grp Cap (c), veh/h 0 974 0 252 0 778 0 330
V/C Ratio (X)0.00 0.29 0.00 0.69 0.00 0.83 0.00 0.86
Avail Cap (c_a), veh/h 0 974 0 648 0 778 0 552
Upstream Filter (I)0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
Uniform Delay (d1), s/veh 0.0 13.1 0.0 40.7 0.0 21.8 0.0 38.8
Incr Delay (d2), s/veh 0.0 0.8 0.0 3.4 0.0 10.1 0.0 7.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 13.8 0.0 44.1 0.0 31.9 0.0 46.0
1st-Term Q (Q1), veh/ln 0.0 4.3 0.0 4.6 0.0 15.2 0.0 7.6
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 2.2 0.0 0.7
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 4.6 0.0 4.8 0.0 17.4 0.0 8.2
%ile Storage Ratio (RQ%)0.00 0.27 0.00 0.85 0.00 0.73 0.00 0.39
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 70.1
HCM 2010 LOS E
Notes
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 102
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 5
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 60 560 615 175 510 20 475 95 175 55 105
Future Volume (veh/h) 5 60 560 615 175 510 20 475 95 175 55 105
Number 1 6 16 5 2 12 3 8 18 7 4
Initial Q (Qb), veh 00000000000
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1863 1900 1863 1863 1900 1937 1863
Adj Flow Rate, veh/h 63 589 647 184 537 21 500 100 184 58 111
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %22222222222
Cap, veh/h 504 1832 778 373 1840 72 327 116 214 76 161
Arrive On Green 0.03 0.49 0.49 0.07 0.53 0.53 0.09 0.20 0.20 0.04 0.14
Sat Flow, veh/h 1774 3725 1583 1774 3473 136 3442 589 1083 1845 1117
Grp Volume(v), veh/h 63 589 647 184 273 285 500 0 284 58 0
Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1770 1839 1721 0 1672 1845 0
Q Serve(g_s), s 1.8 9.5 35.1 4.8 8.6 8.6 9.5 0.0 16.4 3.1 0.0
Cycle Q Clear(g_c), s 1.8 9.5 35.1 4.8 8.6 8.6 9.5 0.0 16.4 3.1 0.0
Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.65 1.00
Lane Grp Cap(c), veh/h 504 1832 778 373 938 974 327 0 330 76 0
V/C Ratio(X)0.13 0.32 0.83 0.49 0.29 0.29 1.53 0.00 0.86 0.76 0.00
Avail Cap(c_a), veh/h 634 1832 778 436 938 974 327 0 552 249 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 11.9 15.3 21.8 10.9 13.1 13.1 45.3 0.0 38.8 47.4 0.0
Incr Delay (d2), s/veh 0.1 0.5 10.1 1.0 0.8 0.8 253.1 0.0 7.2 14.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 5.0 17.4 2.4 4.4 4.6 16.0 0.0 8.2 1.9 0.0
LnGrp Delay(d),s/veh 12.0 15.8 31.9 11.9 13.9 13.8 298.4 0.0 46.0 61.7 0.0
LnGrp LOS B B C B B B F D E
Approach Vol, veh/h 1299 742 784 232
Approach Delay, s/veh 23.6 13.4 207.0 48.5
Approach LOS C B F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 59.0 14.0 20.4 10.5 55.2 8.6 25.7
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 10.5 23.0 9.5 37.0 10.5 23.0 13.5 33.0
Max Q Clear Time (g_c+I1), s 3.8 10.6 11.5 11.4 6.8 37.1 5.1 18.4
Green Ext Time (p_c), s 0.1 2.4 0.0 1.0 0.2 0.0 0.1 1.3
Intersection Summary
HCM 2010 Ctrl Delay 70.1
HCM 2010 LOS E
Notes
2.2.b
Packet Pg. 103
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 6
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 60
Future Volume (veh/h) 60
Number 14
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 63
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 2
Cap, veh/h 91
Arrive On Green 0.14
Sat Flow, veh/h 634
Grp Volume(v), veh/h 174
Grp Sat Flow(s),veh/h/ln 1751
Q Serve(g_s), s 9.4
Cycle Q Clear(g_c), s 9.4
Prop In Lane 0.36
Lane Grp Cap(c), veh/h 252
V/C Ratio(X)0.69
Avail Cap(c_a), veh/h 648
HCM Platoon Ratio 1.00
Upstream Filter(I)1.00
Uniform Delay (d), s/veh 40.7
Incr Delay (d2), s/veh 3.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 4.8
LnGrp Delay(d),s/veh 44.1
LnGrp LOS D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
2.2.b
Packet Pg. 104
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 7
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 105
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HCM 2010 TWSC
200: Access A & Courtland Drive 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh 3.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 15 5 1 15 20 1
Future Vol, veh/h 15 5 1 15 20 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22622
Mvmt Flow 16 5 1 16 21 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 21 0 37 19
Stage 1 - - - - 19 -
Stage 2 - - - - 18 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1595 - 975 1059
Stage 1 - - - - 1004 -
Stage 2 - - - - 1005 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1595 - 974 1059
Mov Cap-2 Maneuver - - - - 974 -
Stage 1 - - - - 1003 -
Stage 2 - - - - 1005 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 8.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)978 - - 1595 -
HCM Lane V/C Ratio 0.023 - - 0.001 -
HCM Control Delay (s) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
2.2.b
Packet Pg. 106
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HCM 2010 TWSC
300: Private Driveway/Access B & McHenry Road 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 790 5 35 690 15 10 1 20 10 1 25
Future Vol, veh/h 10 790 5 35 690 15 10 1 20 10 1 25
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 832 5 37 726 16 11 1 21 11 1 26
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 742 0 0 837 0 0 1295 1673 419 1247 1667 371
Stage 1 ------857857-808808-
Stage 2 ------438816-439859-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 861 - - 793 - - 120 95 583 130 96 626
Stage 1 ------318372-341392-
Stage 2 ------567389-567371-
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 861 - - 793 - - 105 85 583 114 86 626
Mov Cap-2 Maneuver ------10585-11486-
Stage 1 ------310363-333361-
Stage 2 ------498358-532362-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.8 24.3 21.3
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)219 861 - - 793 - - 258
HCM Lane V/C Ratio 0.149 0.012 - - 0.046 - - 0.147
HCM Control Delay (s) 24.3 9.2 0.1 - 9.8 0.4 - 21.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.5 0 - - 0.1 - - 0.5
2.2.b
Packet Pg. 107
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HCM 2010 TWSC
400: Ranchview Court & Access C 03/29/2019
Existing (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh 2.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 10 10 25 20 1
Future Vol, veh/h 1 10 10 25 20 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 1 11 11 26 21 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 70 22 22 0 - 0
Stage 1 22 -----
Stage 2 48 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 934 1055 1593 - - -
Stage 1 1001 -----
Stage 2 974 -----
Platoon blocked, %- - -
Mov Cap-1 Maneuver 927 1055 1593 - - -
Mov Cap-2 Maneuver 927 -----
Stage 1 994 -----
Stage 2 974 -----
Approach EB NB SB
HCM Control Delay, s 8.5 2.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1593 - 1042 - -
HCM Lane V/C Ratio 0.007 - 0.011 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
2.2.b
Packet Pg. 108
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Page 22 Proposed Outlot Development at Spoerlein Commons – Buffalo Grove, Illinois
July 2020
BUILD SYNCHRO CAPACITY REPORTS
Weekday Morning Peak Hour
Weekday Evening Peak Hour
Saturday Midday Peak Hour
2.2.b
Packet Pg. 109
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 85 1085 830 175 420 15 585 200 490 45 125
Future Volume (veh/h) 5 85 1085 830 175 420 15 585 200 490 45 125
Number 1 6 16 5 2 12 7 4 14 3 8
Initial Q, veh 00000000000
Ped-Bike Adj (A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1829 1961 1845 1863 1821 1900 1827 1863 1900 1882 1792
Adj Flow Rate, veh/h 89 1142 874 184 442 16 616 211 516 47 132
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %42324442256
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 448 1555 970 204 1530 55 680 172 422 61 267
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.04 0.42 0.42 0.07 0.45 0.45 0.20 0.36 0.36 0.03 0.19
Ln Grp Delay, s/veh 26.8 44.7 40.9 67.0 30.6 30.6 76.2 0.0 169.7 100.3 0.0
Ln Grp LOS C D D E C C E F F
Approach Vol, veh/h 2105 642 1343 211
Approach Delay, s/veh 42.4 41.0 126.8 71.0
Approach LOS D D F E
Timer:12345678
Assigned Phs 12345678
Case No 1.1 4.0 2.0 4.0 1.1 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 10.4 82.3 10.2 67.0 15.8 77.0 38.8 38.5
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green (Gmax), s 11.5 67.0 10.5 61.0 16.5 62.0 46.5 25.0
Max Allow Headway (MAH), s 3.7 4.9 3.8 5.1 3.7 4.5 3.7 5.3
Max Q Clear (g_c+l1), s 7.0 16.0 6.4 63.0 12.1 73.0 32.3 16.4
Green Ext Time (g_e), s 0.1 2.6 0.0 0.0 0.2 0.0 2.0 0.5
Prob of Phs Call (p_c)0.99 1.00 0.89 1.00 1.00 1.00 1.00 1.00
Prob of Max Out (p_x)0.39 0.00 0.70 1.00 0.56 1.00 0.01 0.17
Left-Turn Movement Data
Assigned Mvmt 1357
Mvmt Sat Flow, veh/h 1742 1792 1774 3375
Through Movement Data
Assigned Mvmt 2468
Mvmt Sat Flow, veh/h 3407 480 3725 1395
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 123 1175 1568 338
Left Lane Group Data
Assigned Mvmt 10305070
Lane Assignment (Pr/Pm) (Prot) (Pr/Pm) (Prot)
2.2.b
Packet Pg. 110
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 2
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 30
Future Volume (veh/h) 30
Number 18
Initial Q, veh 0
Ped-Bike Adj (A_pbT) 1.00
Parking Bus Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 32
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 6
Opposing Right Turn Influence
Cap, veh/h 65
HCM Platoon Ratio 1.00
Prop Arrive On Green 0.19
Ln Grp Delay, s/veh 62.6
Ln Grp LOS E
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer:
2.2.b
Packet Pg. 111
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 3
Lanes in Grp 10101020
Grp Vol (v), veh/h 89 0 47 0 184 0 616 0
Grp Sat Flow (s), veh/h/ln 1742 0 1792 0 1774 0 1688 0
Q Serve Time (g_s), s 5.0 0.0 4.4 0.0 10.1 0.0 30.3 0.0
Cycle Q Clear Time (g_c), s 5.0 0.0 4.4 0.0 10.1 0.0 30.3 0.0
Perm LT Sat Flow (s_l), veh/h/ln 913 0 0 0 211 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 00000000
Perm LT Eff Green (g_p), s 71.0 0.0 0.0 0.0 73.0 0.0 0.0 0.0
Perm LT Serve Time (g_u), s 62.3 0.0 0.0 0.0 27.2 0.0 0.0 0.0
Perm LT Q Serve Time (g_ps), s 0.9 0.0 0.0 0.0 27.2 0.0 0.0 0.0
Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Lane Grp Cap (c), veh/h 448 0 61 0 204 0 680 0
V/C Ratio (X)0.20 0.00 0.78 0.00 0.90 0.00 0.91 0.00
Avail Cap (c_a), veh/h 495 0 111 0 248 0 923 0
Upstream Filter (I)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Uniform Delay (d1), s/veh 26.5 0.0 81.5 0.0 38.2 0.0 66.3 0.0
Incr Delay (d2), s/veh 0.2 0.0 18.8 0.0 28.8 0.0 9.9 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 26.8 0.0 100.3 0.0 67.0 0.0 76.2 0.0
1st-Term Q (Q1), veh/ln 2.4 0.0 2.2 0.0 8.5 0.0 14.1 0.0
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 1.6 0.0 0.9 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
%ile Back of Q (50%), veh/ln 2.4 0.0 2.5 0.0 10.2 0.0 15.0 0.0
%ile Storage Ratio (RQ%)0.27 0.00 0.41 0.00 1.15 0.00 0.88 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Middle Lane Group Data
Assigned Mvmt 02040608
Lane Assignment T T
Lanes in Grp 01000200
Grp Vol (v), veh/h 0 224 0 0 0 1142 0 0
Grp Sat Flow (s), veh/h/ln 0 1730 0 0 0 1863 0 0
Q Serve Time (g_s), s 0.0 13.9 0.0 0.0 0.0 43.8 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 13.9 0.0 0.0 0.0 43.8 0.0 0.0
Lane Grp Cap (c), veh/h 0 777 0 0 0 1555 0 0
V/C Ratio (X)0.00 0.29 0.00 0.00 0.00 0.73 0.00 0.00
Avail Cap (c_a), veh/h 0 777 0 0 0 1555 0 0
Upstream Filter (I)0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d1), s/veh 0.0 29.6 0.0 0.0 0.0 41.6 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.0 3.1 0.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 30.6 0.0 0.0 0.0 44.7 0.0 0.0
1st-Term Q (Q1), veh/ln 0.0 6.7 0.0 0.0 0.0 22.5 0.0 0.0
2.2.b
Packet Pg. 112
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 4
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.7 0.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 6.9 0.0 0.0 0.0 23.2 0.0 0.0
%ile Storage Ratio (RQ%)0.00 0.42 0.00 0.00 0.00 0.97 0.00 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R T+R R T+R
Lanes in Grp 01010101
Grp Vol (v), veh/h 0 234 0 727 0 874 0 164
Grp Sat Flow (s), veh/h/ln 0 1800 0 1655 0 1568 0 1733
Q Serve Time (g_s), s 0.0 14.0 0.0 61.0 0.0 71.0 0.0 14.4
Cycle Q Clear Time (g_c), s 0.0 14.0 0.0 61.0 0.0 71.0 0.0 14.4
Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 1568.0 0.0 0.0
Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 34.3 0.0 0.0
Prop RT Outside Lane (P_R) 0.00 0.07 0.00 0.71 0.00 1.00 0.00 0.20
Lane Grp Cap (c), veh/h 0 808 0 594 0 970 0 331
V/C Ratio (X)0.00 0.29 0.00 1.22 0.00 0.90 0.00 0.50
Avail Cap (c_a), veh/h 0 808 0 594 0 970 0 331
Upstream Filter (I)0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
Uniform Delay (d1), s/veh 0.0 29.7 0.0 54.5 0.0 27.9 0.0 61.4
Incr Delay (d2), s/veh 0.0 0.9 0.0 115.2 0.0 13.0 0.0 1.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 30.6 0.0 169.7 0.0 40.9 0.0 62.6
1st-Term Q (Q1), veh/ln 0.0 7.0 0.0 27.9 0.0 35.1 0.0 6.9
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 19.0 0.0 3.5 0.0 0.1
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 7.2 0.0 46.9 0.0 38.7 0.0 7.0
%ile Storage Ratio (RQ%)0.00 0.44 0.00 2.21 0.00 1.63 0.00 1.27
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 33.3 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 69.9
HCM 2010 LOS E
Notes
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 113
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 5
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 85 1085 830 175 420 15 585 200 490 45 125
Future Volume (veh/h) 5 85 1085 830 175 420 15 585 200 490 45 125
Number 1 6 16 5 2 12 7 4 14 3 8
Initial Q (Qb), veh 00000000000
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1829 1961 1845 1863 1821 1900 1827 1863 1900 1882 1792
Adj Flow Rate, veh/h 89 1142 874 184 442 16 616 211 516 47 132
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %42324442256
Cap, veh/h 448 1555 970 204 1530 55 680 172 422 61 267
Arrive On Green 0.04 0.42 0.42 0.07 0.45 0.45 0.20 0.36 0.36 0.03 0.19
Sat Flow, veh/h 1742 3725 1568 1774 3407 123 3375 480 1175 1792 1395
Grp Volume(v), veh/h 89 1142 874 184 224 234 616 0 727 47 0
Grp Sat Flow(s),veh/h/ln 1742 1863 1568 1774 1730 1800 1688 0 1655 1792 0
Q Serve(g_s), s 5.0 43.8 71.0 10.1 13.9 14.0 30.3 0.0 61.0 4.4 0.0
Cycle Q Clear(g_c), s 5.0 43.8 71.0 10.1 13.9 14.0 30.3 0.0 61.0 4.4 0.0
Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.71 1.00
Lane Grp Cap(c), veh/h 448 1555 970 204 777 808 680 0 594 61 0
V/C Ratio(X)0.20 0.73 0.90 0.90 0.29 0.29 0.91 0.00 1.22 0.78 0.00
Avail Cap(c_a), veh/h 495 1555 970 248 777 808 923 0 594 111 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 26.5 41.6 27.9 38.2 29.6 29.7 66.3 0.0 54.5 81.5 0.0
Incr Delay (d2), s/veh 0.2 3.1 13.0 28.8 0.9 0.9 9.9 0.0 115.2 18.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 23.2 38.7 10.2 6.9 7.2 15.0 0.0 46.9 2.5 0.0
LnGrp Delay(d),s/veh 26.8 44.7 40.9 67.0 30.6 30.6 76.2 0.0 169.7 100.3 0.0
LnGrp LOS C D D E C C E F F
Approach Vol, veh/h 2105 642 1343 211
Approach Delay, s/veh 42.4 41.0 126.8 71.0
Approach LOS D D F E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 82.3 10.2 67.0 15.8 77.0 38.8 38.5
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 11.5 67.0 10.5 61.0 16.5 62.0 46.5 25.0
Max Q Clear Time (g_c+I1), s 7.0 16.0 6.4 63.0 12.1 73.0 32.3 16.4
Green Ext Time (p_c), s 0.1 2.6 0.0 0.0 0.2 0.0 2.0 0.5
Intersection Summary
HCM 2010 Ctrl Delay 69.9
HCM 2010 LOS E
Notes
2.2.b
Packet Pg. 114
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 6
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 30
Future Volume (veh/h) 30
Number 18
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 32
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 6
Cap, veh/h 65
Arrive On Green 0.19
Sat Flow, veh/h 338
Grp Volume(v), veh/h 164
Grp Sat Flow(s),veh/h/ln 1733
Q Serve(g_s), s 14.4
Cycle Q Clear(g_c), s 14.4
Prop In Lane 0.20
Lane Grp Cap(c), veh/h 331
V/C Ratio(X)0.50
Avail Cap(c_a), veh/h 331
HCM Platoon Ratio 1.00
Upstream Filter(I)1.00
Uniform Delay (d), s/veh 61.4
Incr Delay (d2), s/veh 1.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 7.0
LnGrp Delay(d),s/veh 62.6
LnGrp LOS E
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
2.2.b
Packet Pg. 115
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 7
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 116
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HCM 2010 TWSC
200: Access A & Courtland Drive 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 30 1 45 15 1
Future Vol, veh/h 10 30 1 45 15 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22722
Mvmt Flow 11 32 1 47 16 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 43 0 76 27
Stage 1 - - - - 27 -
Stage 2 - - - - 49 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1566 - 927 1048
Stage 1 - - - - 996 -
Stage 2 - - - - 973 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1566 - 926 1048
Mov Cap-2 Maneuver - - - - 926 -
Stage 1 - - - - 995 -
Stage 2 - - - - 973 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 8.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)933 - - 1566 -
HCM Lane V/C Ratio 0.018 - - 0.001 -
HCM Control Delay (s) 8.9 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
2.2.b
Packet Pg. 117
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HCM 2010 TWSC
300: Private Driveway/Access B & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 1540 5 15 575 25 5 1 15 20 1 30
Future Vol, veh/h 30 1540 5 15 575 25 5 1 15 20 1 30
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22642226222
Mvmt Flow 32 1621 5 16 605 26 5 1 16 21 1 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 631 0 0 1626 0 0 2023 2351 813 1525 2340 316
Stage 1 ------1688 1688 - 650 650 -
Stage 2 ------335663-8751690 -
Critical Hdwy 4.14 - - 4.22 - - 7.54 6.54 7.02 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.26 - - 3.52 4.02 3.36 3.52 4.02 3.32
Pot Cap-1 Maneuver 947 - - 378 - - 34 35 313 81 36 680
Stage 1 ------97148-424463-
Stage 2 ------653457-310148-
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 947 - - 378 - - 22 21 313 51 22 680
Mov Cap-2 Maneuver ------2221-5122-
Stage 1 ------6396-275432-
Stage 2 ------580427-18996-
Approach EB WB NB SB
HCM Control Delay, s 1.6 0.8 86.6 69.6
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)65 947 - - 378 - - 106
HCM Lane V/C Ratio 0.34 0.033 - - 0.042 - - 0.506
HCM Control Delay (s) 86.6 8.9 1.5 - 14.9 0.5 - 69.6
HCM Lane LOS F A A - B A - F
HCM 95th %tile Q(veh) 1.3 0.1 - - 0.1 - - 2.3
2.2.b
Packet Pg. 118
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HCM 2010 TWSC
400: Ranchview Court & Access C 04/05/2019
Build (2019) Traffic Volumes 7:30 am 03/07/2019 AM Peak Hour Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh 3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 5 10 5 20 1
Future Vol, veh/h 1 5 10 5 20 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 43 2 2
Mvmt Flow 1 5 11 5 21 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 49 22 22 0 - 0
Stage 1 22 -----
Stage 2 27 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 960 1055 1593 - - -
Stage 1 1001 -----
Stage 2 996 -----
Platoon blocked, %- - -
Mov Cap-1 Maneuver 953 1055 1593 - - -
Mov Cap-2 Maneuver 953 -----
Stage 1 994 -----
Stage 2 996 -----
Approach EB NB SB
HCM Control Delay, s 8.5 4.9 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1593 - 1037 - -
HCM Lane V/C Ratio 0.007 - 0.006 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
2.2.b
Packet Pg. 119
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 55 555 760 370 1210 25 835 165 170 60 255 55
Future Volume (veh/h) 55 555 760 370 1210 25 835 165 170 60 255 55
Number 1 6 16 5 2 12 7 4 14 3 8 18
Initial Q, veh 000000000000
Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1862 1900 1863 1863 1900 1937 1863 1900
Adj Flow Rate, veh/h 58 584 800 389 1274 26 879 174 179 63 268 58
Adj No. of Lanes 121120210110
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %222222222222
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 129 926 795 408 1402 29 871 339 348 80 285 62
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.03 0.25 0.25 0.18 0.40 0.40 0.25 0.40 0.40 0.04 0.19 0.19
Ln Grp Delay, s/veh 48.4 56.8 73.5 71.7 63.4 62.9 92.5 0.0 36.7 97.8 0.0 95.1
Ln Grp LOS D E F E E E F D F F
Approach Vol, veh/h 1442 1689 1232 389
Approach Delay, s/veh 65.7 65.1 76.5 95.6
Approach LOS E E E F
Timer:12345678
Assigned Phs 12345678
Case No 1.1 4.0 2.0 4.0 1.1 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 9.0 69.3 11.5 70.3 32.4 45.8 45.0 36.8
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green (Gmax), s 10.5 57.0 9.5 63.0 30.5 37.0 40.5 32.0
Max Allow Headway (MAH), s 3.7 4.9 3.8 5.1 3.7 4.3 3.7 5.3
Max Q Clear (g_c+l1), s 5.9 56.3 7.4 26.9 28.7 41.8 42.5 30.5
Green Ext Time (g_e), s 0.0 0.5 0.0 2.2 0.2 0.0 0.0 0.3
Prob of Phs Call (p_c)0.92 1.00 0.94 1.00 1.00 1.00 1.00 1.00
Prob of Max Out (p_x)0.29 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1357
Mvmt Sat Flow, veh/h 1774 1845 1774 3442
Through Movement Data
Assigned Mvmt 2468
Mvmt Sat Flow, veh/h 3546 843 3725 1485
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 72 867 1583 321
Left Lane Group Data
Assigned Mvmt 10305070
Lane Assignment (Pr/Pm) (Prot) (Pr/Pm) (Prot)
2.2.b
Packet Pg. 120
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 2
Lanes in Grp 10101020
Grp Vol (v), veh/h 58 0 63 0 389 0 879 0
Grp Sat Flow (s), veh/h/ln 1774 0 1845 0 1774 0 1721 0
Q Serve Time (g_s), s 3.9 0.0 5.4 0.0 26.7 0.0 40.5 0.0
Cycle Q Clear Time (g_c), s 3.9 0.0 5.4 0.0 26.7 0.0 40.5 0.0
Perm LT Sat Flow (s_l), veh/h/ln 422 0 0 0 390 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 00000000
Perm LT Eff Green (g_p), s 39.8 0.0 0.0 0.0 41.8 0.0 0.0 0.0
Perm LT Serve Time (g_u), s 9.0 0.0 0.0 0.0 17.4 0.0 0.0 0.0
Perm LT Q Serve Time (g_ps), s 4.9 0.0 0.0 0.0 17.4 0.0 0.0 0.0
Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Lane Grp Cap (c), veh/h 129 0 80 0 408 0 871 0
V/C Ratio (X)0.45 0.00 0.78 0.00 0.95 0.00 1.01 0.00
Avail Cap (c_a), veh/h 185 0 110 0 426 0 871 0
Upstream Filter (I)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Uniform Delay (d1), s/veh 46.0 0.0 75.8 0.0 40.6 0.0 59.7 0.0
Incr Delay (d2), s/veh 2.4 0.0 22.0 0.0 31.1 0.0 32.7 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 48.4 0.0 97.8 0.0 71.7 0.0 92.5 0.0
1st-Term Q (Q1), veh/ln 1.9 0.0 2.8 0.0 17.0 0.0 19.2 0.0
2nd-Term Q (Q2), veh/ln 0.1 0.0 0.5 0.0 3.5 0.0 4.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
%ile Back of Q (50%), veh/ln 2.0 0.0 3.3 0.0 20.5 0.0 23.2 0.0
%ile Storage Ratio (RQ%)0.22 0.00 0.52 0.00 2.31 0.00 1.34 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0
Middle Lane Group Data
Assigned Mvmt 02040608
Lane Assignment T T
Lanes in Grp 01000200
Grp Vol (v), veh/h 0 635 0 0 0 584 0 0
Grp Sat Flow (s), veh/h/ln 0 1769 0 0 0 1863 0 0
Q Serve Time (g_s), s 0.0 54.2 0.0 0.0 0.0 22.3 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 54.2 0.0 0.0 0.0 22.3 0.0 0.0
Lane Grp Cap (c), veh/h 0 700 0 0 0 926 0 0
V/C Ratio (X)0.00 0.91 0.00 0.00 0.00 0.63 0.00 0.00
Avail Cap (c_a), veh/h 0 700 0 0 0 926 0 0
Upstream Filter (I)0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d1), s/veh 0.0 45.6 0.0 0.0 0.0 53.6 0.0 0.0
Incr Delay (d2), s/veh 0.0 17.8 0.0 0.0 0.0 3.3 0.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 63.4 0.0 0.0 0.0 56.8 0.0 0.0
1st-Term Q (Q1), veh/ln 0.0 26.5 0.0 0.0 0.0 11.5 0.0 0.0
2.2.b
Packet Pg. 121
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 3
2nd-Term Q (Q2), veh/ln 0.0 3.5 0.0 0.0 0.0 0.4 0.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 29.9 0.0 0.0 0.0 11.9 0.0 0.0
%ile Storage Ratio (RQ%)0.00 1.79 0.00 0.00 0.00 0.50 0.00 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R T+R R T+R
Lanes in Grp 01010101
Grp Vol (v), veh/h 0 665 0 353 0 800 0 326
Grp Sat Flow (s), veh/h/ln 0 1849 0 1710 0 1583 0 1806
Q Serve Time (g_s), s 0.0 54.3 0.0 24.9 0.0 39.8 0.0 28.5
Cycle Q Clear Time (g_c), s 0.0 54.3 0.0 24.9 0.0 39.8 0.0 28.5
Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 1583.3 0.0 0.0
Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 40.5 0.0 0.0
Prop RT Outside Lane (P_R) 0.00 0.04 0.00 0.51 0.00 1.00 0.00 0.18
Lane Grp Cap (c), veh/h 0 731 0 687 0 795 0 347
V/C Ratio (X)0.00 0.91 0.00 0.51 0.00 1.01 0.00 0.94
Avail Cap (c_a), veh/h 0 731 0 687 0 795 0 361
Upstream Filter (I)0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
Uniform Delay (d1), s/veh 0.0 45.6 0.0 36.1 0.0 39.9 0.0 63.7
Incr Delay (d2), s/veh 0.0 17.3 0.0 0.7 0.0 33.6 0.0 31.4
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 62.9 0.0 36.7 0.0 73.5 0.0 95.1
1st-Term Q (Q1), veh/ln 0.0 27.7 0.0 11.8 0.0 35.0 0.0 14.2
2nd-Term Q (Q2), veh/ln 0.0 3.5 0.0 0.1 0.0 7.4 0.0 3.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 31.2 0.0 11.9 0.0 42.5 0.0 17.3
%ile Storage Ratio (RQ%)0.00 1.87 0.00 0.56 0.00 1.77 0.00 3.04
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 70.7
HCM 2010 LOS E
Notes
User approved pedestrian interval to be less than phase max green.
2.2.b
Packet Pg. 122
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 55 555 760 370 1210 25 835 165 170 60 255 55
Future Volume (veh/h) 55 555 760 370 1210 25 835 165 170 60 255 55
Number 1 6 16 5 2 12 7 4 14 3 8 18
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1862 1900 1863 1863 1900 1937 1863 1900
Adj Flow Rate, veh/h 58 584 800 389 1274 26 879 174 179 63 268 58
Adj No. of Lanes 121120210110
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %222222222222
Cap, veh/h 129 926 795 408 1402 29 871 339 348 80 285 62
Arrive On Green 0.03 0.25 0.25 0.18 0.40 0.40 0.25 0.40 0.40 0.04 0.19 0.19
Sat Flow, veh/h 1774 3725 1583 1774 3546 72 3442 843 867 1845 1485 321
Grp Volume(v), veh/h 58 584 800 389 635 665 879 0 353 63 0 326
Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1769 1849 1721 0 1710 1845 0 1806
Q Serve(g_s), s 3.9 22.3 39.8 26.7 54.2 54.3 40.5 0.0 24.9 5.4 0.0 28.5
Cycle Q Clear(g_c), s 3.9 22.3 39.8 26.7 54.2 54.3 40.5 0.0 24.9 5.4 0.0 28.5
Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.51 1.00 0.18
Lane Grp Cap(c), veh/h 129 926 795 408 700 731 871 0 687 80 0 347
V/C Ratio(X)0.45 0.63 1.01 0.95 0.91 0.91 1.01 0.00 0.51 0.78 0.00 0.94
Avail Cap(c_a), veh/h 185 926 795 426 700 731 871 0 687 110 0 361
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 46.0 53.6 39.9 40.6 45.6 45.6 59.7 0.0 36.1 75.8 0.0 63.7
Incr Delay (d2), s/veh 2.4 3.3 33.6 31.1 17.8 17.3 32.7 0.0 0.7 22.0 0.0 31.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 11.9 42.5 20.5 29.9 31.2 23.2 0.0 11.9 3.3 0.0 17.3
LnGrp Delay(d),s/veh 48.4 56.8 73.5 71.7 63.4 62.9 92.5 0.0 36.7 97.8 0.0 95.1
LnGrp LOS D E F E E E F D F F
Approach Vol, veh/h 1442 1689 1232 389
Approach Delay, s/veh 65.7 65.1 76.5 95.6
Approach LOS E E E F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 69.3 11.5 70.3 32.4 45.8 45.0 36.8
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 10.5 57.0 9.5 63.0 30.5 37.0 40.5 32.0
Max Q Clear Time (g_c+I1), s 5.9 56.3 7.4 26.9 28.7 41.8 42.5 30.5
Green Ext Time (p_c), s 0.0 0.5 0.0 2.2 0.2 0.0 0.0 0.3
Intersection Summary
HCM 2010 Ctrl Delay 70.7
HCM 2010 LOS E
Notes
2.2.b
Packet Pg. 123
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 5
User approved pedestrian interval to be less than phase max green.
2.2.b
Packet Pg. 124
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HCM 2010 TWSC
200: Access A & Courtland Drive 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 6
Intersection
Int Delay, s/veh 2.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 30 15 1 30 30 2
Future Vol, veh/h 30 15 1 30 30 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 8 22222
Mvmt Flow 32 16 1 32 32 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 48 0 74 40
Stage 1 - - - - 40 -
Stage 2 - - - - 34 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1559 - 930 1031
Stage 1 - - - - 982 -
Stage 2 - - - - 988 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1559 - 929 1031
Mov Cap-2 Maneuver - - - - 929 -
Stage 1 - - - - 981 -
Stage 2 - - - - 988 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)935 - - 1559 -
HCM Lane V/C Ratio 0.036 - - 0.001 -
HCM Control Delay (s) 9 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
2.2.b
Packet Pg. 125
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HCM 2010 TWSC
300: Private Driveway/Access B & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 735 15 55 1575 35 10 1 35 5 1 30
Future Vol, veh/h 20 735 15 55 1575 35 10 1 35 5 1 30
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 21 774 16 58 1658 37 11 1 37 5 1 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1695 0 0 790 0 0 1770 2635 395 2223 2625 848
Stage 1 ------824824-1793 1793 -
Stage 2 ------9461811 - 430 832 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 372 - - 826 - - 53 23 604 24 24 305
Stage 1 ------333385-83131-
Stage 2 ------281129-574382-
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 372 - - 826 - - - 0 604 - 0 305
Mov Cap-2 Maneuver -------0--0-
Stage 1 ------299346-750-
Stage 2 -------0-483343-
Approach EB WB NB SB
HCM Control Delay, s 1.1 4.6
HCM LOS --
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 372 - - 826 - - -
HCM Lane V/C Ratio - 0.057 - - 0.07 - - -
HCM Control Delay (s) - 15.3 0.7 - 9.7 4.5 - -
HCM Lane LOS - C A - A A - -
HCM 95th %tile Q(veh) - 0.2 - - 0.2 - - -
2.2.b
Packet Pg. 126
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HCM 2010 TWSC
400: Ranchview Court & Access C 04/05/2019
Build (2019) Traffic Volumes 4:45 pm 03/07/2019 PM Peak Hour Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh 3.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 15 20 35 10 1
Future Vol, veh/h 1 15 20 35 10 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 1 16 21 37 11 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 91 12 12 0 - 0
Stage 1 12 -----
Stage 2 79 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 909 1069 1607 - - -
Stage 1 1011 -----
Stage 2 944 -----
Platoon blocked, %- - -
Mov Cap-1 Maneuver 897 1069 1607 - - -
Mov Cap-2 Maneuver 897 -----
Stage 1 998 -----
Stage 2 944 -----
Approach EB NB SB
HCM Control Delay, s 8.5 2.6 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1607 - 1056 - -
HCM Lane V/C Ratio 0.013 - 0.016 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
2.2.b
Packet Pg. 127
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 60 565 615 180 520 20 475 95 180 55 105
Future Volume (veh/h) 5 60 565 615 180 520 20 475 95 180 55 105
Number 1 6 16 5 2 12 3 8 18 7 4
Initial Q, veh 00000000000
Ped-Bike Adj (A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1863 1900 1863 1863 1900 1937 1863
Adj Flow Rate, veh/h 63 595 647 189 547 21 500 100 189 58 111
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %22222222222
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 496 1813 770 372 1830 70 327 116 219 76 164
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.03 0.49 0.49 0.07 0.53 0.53 0.09 0.20 0.20 0.04 0.15
Ln Grp Delay, s/veh 12.3 16.2 33.0 12.2 14.1 14.1 298.4 0.0 46.3 61.7 0.0
Ln Grp LOS B B C B B B F D E
Approach Vol, veh/h 1305 757 789 232
Approach Delay, s/veh 24.3 13.6 206.0 48.0
Approach LOS C B F D
Timer:12345678
Assigned Phs 12345678
Case No 1.1 4.0 2.0 4.0 1.1 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 6.7 58.6 14.0 20.7 10.6 54.7 8.6 26.1
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green (Gmax), s 10.5 23.0 9.5 37.0 10.5 23.0 13.5 33.0
Max Allow Headway (MAH), s 3.7 4.9 3.7 5.4 3.7 4.4 3.8 5.1
Max Q Clear (g_c+l1), s 3.8 10.9 11.5 11.4 7.0 37.5 5.1 18.7
Green Ext Time (g_e), s 0.0 2.4 0.0 1.0 0.2 0.0 0.1 1.3
Prob of Phs Call (p_c)0.83 1.00 1.00 1.00 0.99 1.00 0.80 1.00
Prob of Max Out (p_x)0.02 0.16 1.00 0.00 1.00 1.00 0.00 0.02
Left-Turn Movement Data
Assigned Mvmt 1357
Mvmt Sat Flow, veh/h 1774 3442 1774 1845
Through Movement Data
Assigned Mvmt 2468
Mvmt Sat Flow, veh/h 3476 1117 3725 578
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 133 634 1583 1092
Left Lane Group Data
Assigned Mvmt 10305070
Lane Assignment (Pr/Pm) (Prot) (Pr/Pm) (Prot)
2.2.b
Packet Pg. 128
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 2
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 60
Future Volume (veh/h) 60
Number 14
Initial Q, veh 0
Ped-Bike Adj (A_pbT) 1.00
Parking Bus Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 63
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 2
Opposing Right Turn Influence
Cap, veh/h 93
HCM Platoon Ratio 1.00
Prop Arrive On Green 0.15
Ln Grp Delay, s/veh 43.5
Ln Grp LOS D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer:
2.2.b
Packet Pg. 129
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 3
Lanes in Grp 10201010
Grp Vol (v), veh/h 63 0 500 0 189 0 58 0
Grp Sat Flow (s), veh/h/ln 1774 0 1721 0 1774 0 1845 0
Q Serve Time (g_s), s 1.8 0.0 9.5 0.0 5.0 0.0 3.1 0.0
Cycle Q Clear Time (g_c), s 1.8 0.0 9.5 0.0 5.0 0.0 3.1 0.0
Perm LT Sat Flow (s_l), veh/h/ln 840 0 0 0 446 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 00000000
Perm LT Eff Green (g_p), s 48.7 0.0 0.0 0.0 50.7 0.0 0.0 0.0
Perm LT Serve Time (g_u), s 43.8 0.0 0.0 0.0 38.9 0.0 0.0 0.0
Perm LT Q Serve Time (g_ps), s 0.4 0.0 0.0 0.0 8.6 0.0 0.0 0.0
Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Lane Grp Cap (c), veh/h 496 0 327 0 372 0 76 0
V/C Ratio (X)0.13 0.00 1.53 0.00 0.51 0.00 0.76 0.00
Avail Cap (c_a), veh/h 626 0 327 0 432 0 249 0
Upstream Filter (I)1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Uniform Delay (d1), s/veh 12.2 0.0 45.3 0.0 11.2 0.0 47.4 0.0
Incr Delay (d2), s/veh 0.1 0.0 253.1 0.0 1.1 0.0 14.3 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 12.3 0.0 298.4 0.0 12.2 0.0 61.7 0.0
1st-Term Q (Q1), veh/ln 0.9 0.0 4.5 0.0 2.4 0.0 1.6 0.0
2nd-Term Q (Q2), veh/ln 0.0 0.0 11.5 0.0 0.1 0.0 0.3 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
%ile Back of Q (50%), veh/ln 0.9 0.0 16.0 0.0 2.5 0.0 1.9 0.0
%ile Storage Ratio (RQ%)0.10 0.00 0.92 0.00 0.29 0.00 0.30 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 43.3 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0
Middle Lane Group Data
Assigned Mvmt 02040608
Lane Assignment T T
Lanes in Grp 01000200
Grp Vol (v), veh/h 0 278 0 0 0 595 0 0
Grp Sat Flow (s), veh/h/ln 0 1770 0 0 0 1863 0 0
Q Serve Time (g_s), s 0.0 8.8 0.0 0.0 0.0 9.8 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 8.8 0.0 0.0 0.0 9.8 0.0 0.0
Lane Grp Cap (c), veh/h 0 932 0 0 0 1813 0 0
V/C Ratio (X)0.00 0.30 0.00 0.00 0.00 0.33 0.00 0.00
Avail Cap (c_a), veh/h 0 932 0 0 0 1813 0 0
Upstream Filter (I)0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d1), s/veh 0.0 13.3 0.0 0.0 0.0 15.7 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 0.5 0.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 14.1 0.0 0.0 0.0 16.2 0.0 0.0
1st-Term Q (Q1), veh/ln 0.0 4.3 0.0 0.0 0.0 5.0 0.0 0.0
2.2.b
Packet Pg. 130
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HCM 2010 Signalized Intersection Capacity Analysis
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 4
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 4.5 0.0 0.0 0.0 5.1 0.0 0.0
%ile Storage Ratio (RQ%)0.00 0.27 0.00 0.00 0.00 0.21 0.00 0.00
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R T+R R T+R
Lanes in Grp 01010101
Grp Vol (v), veh/h 0 290 0 174 0 647 0 289
Grp Sat Flow (s), veh/h/ln 0 1839 0 1751 0 1583 0 1670
Q Serve Time (g_s), s 0.0 8.9 0.0 9.4 0.0 35.5 0.0 16.7
Cycle Q Clear Time (g_c), s 0.0 8.9 0.0 9.4 0.0 35.5 0.0 16.7
Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop RT Outside Lane (P_R) 0.00 0.07 0.00 0.36 0.00 1.00 0.00 0.65
Lane Grp Cap (c), veh/h 0 968 0 257 0 770 0 335
V/C Ratio (X)0.00 0.30 0.00 0.68 0.00 0.84 0.00 0.86
Avail Cap (c_a), veh/h 0 968 0 648 0 770 0 551
Upstream Filter (I)0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
Uniform Delay (d1), s/veh 0.0 13.3 0.0 40.4 0.0 22.3 0.0 38.6
Incr Delay (d2), s/veh 0.0 0.8 0.0 3.1 0.0 10.7 0.0 7.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Control Delay (d), s/veh 0.0 14.1 0.0 43.5 0.0 33.0 0.0 46.3
1st-Term Q (Q1), veh/ln 0.0 4.5 0.0 4.5 0.0 15.3 0.0 7.7
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 2.3 0.0 0.7
3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00
%ile Back of Q (50%), veh/ln 0.0 4.7 0.0 4.8 0.0 17.6 0.0 8.4
%ile Storage Ratio (RQ%)0.00 0.28 0.00 0.84 0.00 0.73 0.00 0.40
Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 00000000
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 70.0
HCM 2010 LOS E
Notes
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 131
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 5
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 60 565 615 180 520 20 475 95 180 55 105
Future Volume (veh/h) 5 60 565 615 180 520 20 475 95 180 55 105
Number 1 6 16 5 2 12 3 8 18 7 4
Initial Q (Qb), veh 00000000000
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1961 1863 1863 1863 1900 1863 1863 1900 1937 1863
Adj Flow Rate, veh/h 63 595 647 189 547 21 500 100 189 58 111
Adj No. of Lanes 12112021011
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %22222222222
Cap, veh/h 496 1813 770 372 1830 70 327 116 219 76 164
Arrive On Green 0.03 0.49 0.49 0.07 0.53 0.53 0.09 0.20 0.20 0.04 0.15
Sat Flow, veh/h 1774 3725 1583 1774 3476 133 3442 578 1092 1845 1117
Grp Volume(v), veh/h 63 595 647 189 278 290 500 0 289 58 0
Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1770 1839 1721 0 1670 1845 0
Q Serve(g_s), s 1.8 9.8 35.5 5.0 8.8 8.9 9.5 0.0 16.7 3.1 0.0
Cycle Q Clear(g_c), s 1.8 9.8 35.5 5.0 8.8 8.9 9.5 0.0 16.7 3.1 0.0
Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.65 1.00
Lane Grp Cap(c), veh/h 496 1813 770 372 932 968 327 0 335 76 0
V/C Ratio(X)0.13 0.33 0.84 0.51 0.30 0.30 1.53 0.00 0.86 0.76 0.00
Avail Cap(c_a), veh/h 626 1813 770 432 932 968 327 0 551 249 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 12.2 15.7 22.3 11.2 13.3 13.3 45.3 0.0 38.6 47.4 0.0
Incr Delay (d2), s/veh 0.1 0.5 10.7 1.1 0.8 0.8 253.1 0.0 7.6 14.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 5.1 17.6 2.5 4.5 4.7 16.0 0.0 8.4 1.9 0.0
LnGrp Delay(d),s/veh 12.3 16.2 33.0 12.2 14.1 14.1 298.4 0.0 46.3 61.7 0.0
LnGrp LOS B B C B B B F D E
Approach Vol, veh/h 1305 757 789 232
Approach Delay, s/veh 24.3 13.6 206.0 48.0
Approach LOS C B F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.7 58.6 14.0 20.7 10.6 54.7 8.6 26.1
Change Period (Y+Rc), s 3.5 6.0 4.5 6.0 3.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 10.5 23.0 9.5 37.0 10.5 23.0 13.5 33.0
Max Q Clear Time (g_c+I1), s 3.8 10.9 11.5 11.4 7.0 37.5 5.1 18.7
Green Ext Time (p_c), s 0.0 2.4 0.0 1.0 0.2 0.0 0.1 1.3
Intersection Summary
HCM 2010 Ctrl Delay 70.0
HCM 2010 LOS E
Notes
2.2.b
Packet Pg. 132
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 6
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 60
Future Volume (veh/h) 60
Number 14
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Adj Sat Flow, veh/h/ln 1900
Adj Flow Rate, veh/h 63
Adj No. of Lanes 0
Peak Hour Factor 0.95
Percent Heavy Veh, % 2
Cap, veh/h 93
Arrive On Green 0.15
Sat Flow, veh/h 634
Grp Volume(v), veh/h 174
Grp Sat Flow(s),veh/h/ln 1751
Q Serve(g_s), s 9.4
Cycle Q Clear(g_c), s 9.4
Prop In Lane 0.36
Lane Grp Cap(c), veh/h 257
V/C Ratio(X)0.68
Avail Cap(c_a), veh/h 648
HCM Platoon Ratio 1.00
Upstream Filter(I)1.00
Uniform Delay (d), s/veh 40.4
Incr Delay (d2), s/veh 3.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 4.8
LnGrp Delay(d),s/veh 43.5
LnGrp LOS D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
2.2.b
Packet Pg. 133
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HCM 2010 Signalized Intersection Summary
100: Arlington Heights Road & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 7
User approved pedestrian interval to be less than phase max green.
User approved ignoring U-Turning movement.
2.2.b
Packet Pg. 134
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HCM 2010 TWSC
200: Access A & Courtland Drive 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh 3.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 15 5 1 15 25 1
Future Vol, veh/h 15 5 1 15 25 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22622
Mvmt Flow 16 5 1 16 26 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 21 0 37 19
Stage 1 - - - - 19 -
Stage 2 - - - - 18 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1595 - 975 1059
Stage 1 - - - - 1004 -
Stage 2 - - - - 1005 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1595 - 974 1059
Mov Cap-2 Maneuver - - - - 974 -
Stage 1 - - - - 1003 -
Stage 2 - - - - 1005 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 8.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)977 - - 1595 -
HCM Lane V/C Ratio 0.028 - - 0.001 -
HCM Control Delay (s) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
2.2.b
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HCM 2010 TWSC
300: Private Driveway/Access B & McHenry Road 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 9
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 35 775 5 35 675 45 10 1 20 30 1 55
Future Vol, veh/h 35 775 5 35 675 45 10 1 20 30 1 55
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 37 816 5 37 711 47 11 1 21 32 1 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 758 0 0 821 0 0 1323 1725 411 1292 1704 379
Stage 1 ------893893-809809-
Stage 2 ------430832-483895-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 849 - - 804 - - 114 88 590 120 91 619
Stage 1 ------303358-340392-
Stage 2 ------574382-534357-
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 849 - - 804 - - 90 74 590 101 77 619
Mov Cap-2 Maneuver ------9074-10177-
Stage 1 ------279329-313361-
Stage 2 ------477351-472328-
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.8 27 33.2
HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)196 849 - - 804 - - 216
HCM Lane V/C Ratio 0.166 0.043 - - 0.046 - - 0.419
HCM Control Delay (s) 27 9.4 0.3 - 9.7 0.4 - 33.2
HCM Lane LOS D A A - A A - D
HCM 95th %tile Q(veh) 0.6 0.1 - - 0.1 - - 1.9
2.2.b
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HCM 2010 TWSC
400: Ranchview Court & Access C 04/05/2019
Build (2019) Traffic Volumes 11:00 am 03/07/2019 PM Peak Hour Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh 3.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 15 15 25 20 1
Future Vol, veh/h 1 15 15 25 20 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 1 16 16 26 21 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 80 22 22 0 - 0
Stage 1 22 -----
Stage 2 58 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 922 1055 1593 - - -
Stage 1 1001 -----
Stage 2 965 -----
Platoon blocked, %- - -
Mov Cap-1 Maneuver 913 1055 1593 - - -
Mov Cap-2 Maneuver 913 -----
Stage 1 991 -----
Stage 2 965 -----
Approach EB NB SB
HCM Control Delay, s 8.5 2.7 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1593 - 1045 - -
HCM Lane V/C Ratio 0.01 - 0.016 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
2.2.b
Packet Pg. 137
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Inbound
Outbound
Inbound
Outbound
EXISTING: ACCESS DRIVEWAYS ALIGNED ON OPPOSITE SIDES OF McHENRY ROAD
SUGGESTED MODIFICATION: RELOCATE SPOERLEIN COMMONS ACCESS DRIVEWAY WEST
Potential vehicle conflict
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McHENRY ROAD DRIVEWAY SPACING EXHIBIT
N
2.2.b
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March 26, 2020
Update: June 19, 2020
File: 271-121-16
Preliminary Storm Water Management Report
For
Proposed Dunkin Drive-Thru
Spoerlein Commons
1151 McHenry Road
Buffalo Grove (Lake County), Il
Description of Proposed Development (Refer also to the Preliminary Engineering Plans and Drainage Exhibit):
Spoerlein Commons is an existing office and retail development located to the north of McHenry Road (Illinois
State Route 83) and easterly of Arlington Heights Road . An existing Bucky’s Express Convenience Store and
Fuel Sales Center is located immediately to the west of Spoerlein Commons, between the Spoerlein Commons
parcel and Arlington Heights Rd. The proposed new drive-thru facility is a stand-alone/outbuilding located at
the southwest portion of the existing Spoerlein Commons. The previously approved plan for Spoerlein
Commons included additional out buildings, in the general vicinity of the currently proposed drive -thru, which
to date have not been built.
An existing stormwater detention system is located at the southwest corner of the subject parcel, adjacent to
the Bucky’s Express. This existing detention basin is part of an overall stormwater management system for
both the Spoerlein Commons and Bucky’s Express parcels.
The proposed Spoerlein Commons development includes two drainage areas. The southern area drains to the
existing detention basin at the southwest corner of the Spoerlein Commons parcel. The north portion of the
proposed development area drains to a separate existing detention basin/stormwater management system
located at the southeast corner of the overall Spoerlein Commons parcel.
Per a Bucky’s Express Storm Water Memorandum, with a latest date of October 25, 2012, with the combined
surface and underground storage provided by the Bucky’s Express site and the existing Spoerlein Commons
basin, 0.545 acre-feet of storage is provided. This includes 0.182 acre-feet of detention storage volume
provided within the existing basin located primarily on the Spoerlein Commons parcel. For the design of this
overall stormwater management system, a tributary area of 0.69 acres with a composite runoff coefficient
(“C”) of 0.90 (approximately 90% impervious), and an allocated release rate of 0.311 cfs, the associated
detention volume requirement used for the tributary portion of Spoerlein Commons was 0.188 acre-feet. The
design for this overall stormwater management system used a 713.90 high water elevation controlled by a
stand pipe within the Bucky’sExpress site.
Engineering, LLC
Civil Engineering Real Estate Consulting Project Management
975 E. 22nd Street, Suite 400,
Wheaton IL 60189
630.480.7889
www.rwg-engineering.com
2.2.b
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975 E. 22nd Street, Suite 400, Wheaton IL 60189
(630)480-7889
www.rwg-engineering.com
As shown on the attached Drainage Exhibit, as well as the Detention Calculations and Table A -summary of
storage provided in the existing basin at the southwest corner of the site, 0.81 acres , with a composite “C”
value of 0.77, is tributary to the Spoerlein Commons basin, which results is a detention storage volume
requirement of 0.187 acre-feet, or slightly less than the 0.188 acre feet required for the Spoerlein Commons
parcel as indicated in the above referenced Bucky’s Express Storm Water Memorandum. In regards to storage
provided, based on a recent topographic survey of the Spoerlein Commons parcel, including the existing
Spoerlein Commons detention basin, the existing storage with the basin at the 713.9 high water elevation is
approximately 0.208 acre-feet (which is greater than the 0.182 acre-feet of storage allocated to the basin per
the Bucky’s Express Memorandum). It is noted, the topographic survey reflected a stormwater overflow from
the Spoerlein Commons basin at an elevation of 714.66+/-. Therefore, an existing basin high water level (HWL)
of 714.7 was also reviewed, which provides 0.280 acre-feet of storage.
With the proposed Dunkin Drive-Thru, the area tributary to the existing Spoerlein Commons basin is
approximately 0.78 acres, with a composite “C” of 0.83, which results in a required storage volume of 0.198
acre-feet. Proposed site modifications slightly increase the storage provided within the Spoerlein Commons
basin to approximately 0.214 acre-feet at the 713.9 elevation, and 0.291 acre-feet at the 714.7 elevation.
For reference, a Table B is attached which provides a summary of the various conditions associated with the
existing basin at the southwest corner of Spoerlein Commons.
The north drainage area, which drains to an existing basin at the southeast corner of the overall Spoerlein
Commons parcel, has an existing drainage area of approximately 0.50 acres, with a composite “C” value of
0.87 (see attached Calculation of Composite Run-Off Coefficients). The previously approved plan for Spoerlein
Commons included a future building within this north drainage area which would increase the impervious area
by approximately 1750 sq ft, resulting in an increased composite “C” of 0.90. The proposed condition for the
north drainage area reflects a tributary area of approximately 0.52 acres, with a “C” value of 0.88. Comparing
the CxA value for the north drainage area existing condition (with the future building included) to the
proposed condition indicates the following:
• Existing condition with future building – 0.50 x .90 = 0.450
• Proposed condition -------------------------0.52 x .88 = 0.458
Therefore, storm water runoff from the north drainage area in the proposed condition would be very
comparable to the existing condition with the additional buildings included with the previously approved
Spoerlein Commons plan.
Review of Stormwater Ordinance:
Per the Village of Buffalo Grove Municipal Code, detention and stormwater management are to be in
accordance with the Lake County Watershed Development Ordinance (WDO) for parcels in Lake County. Per
the Site Data Table with the Site Geometric and Paving Plan, the project site area as outlined is approximately
1.19 ac and the increase in impervious area with the proposed conditions is 5,042 sq ft (0.12 Ac+/-), which
does not reflect the 4,481 sq ft of future building area included in the previously approved plan for Spoerlein
Commons. (If the 4,481 sq ft of future building area is reflected in the impervious area comparison, the
increase in impervious area would be reduced to approximately 561 sq ft.) It is noted the existing Spoerlein
Commons area was constructed in the mid to late 1980’s – prior to the 10/18/92 effective date of the WDO.
Therefeore, the “new impervious” area per the WDO would be the above referenced 5,042 sq ft. The
2.2.b
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975 E. 22nd Street, Suite 400, Wheaton IL 60189
(630)480-7889
www.rwg-engineering.com
proposed “development area” (and “hydrologically disturbed” area) is reflected on the attached Drainage
Exhibit and includes approximately 0.96 acres.
With a hydrologically disturbed area of 0.96 +/- acres (less than 3 acres) and new impervious surface of 0.12
acres+/- (less than 0.5 acres), a Watershed Development Permit as outlined in the WDO is not required.
Also, with a hydrologically disturbed area less than one (1) acre and the proposed new impervious surface less
than one-half (0.5) acre, the Runoff Volume Reduction (RVR) Quantitative Standard of the WDO is not
applicable.
With the 5,042 sq ft of new impervious area and a hydrologically disturbed area greater than 5,000 sq feet, a
soils erosion and sediment control plan in accordance with the WDO will be provided in conjunction with the
Final Engineering Plans and associated approvals.
The WDO also indicates “redevelopment of previously developed sites shall maintain existing storage volume
and shall not increase the rate of runoff from the site”. With the proposed Dunkin Drive-Thru, there is no
change to the release rate and associated control system for the existing stormwater basins and the existing
storage volumes are maintained. For the existing basin at the southwest corner of Spoerlein Commons the
storage volume is actually increased as discussed above.
2.2.b
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CALCULATION OF COMPOSITE RUN-OFF COEFFICIENTS
Designer:PDL
Description:SPOERLEIN COMMONS - DUNKIN
TOTAL PROJECT AREA (FROM SITE DATA SUMMARY)1.19 Ac.
DEVELOPED RUNOFF COEFFICIENTS
AREA NO. 1 (NORTH)
EXISTING
Area (Ac)%"C" Wt. Avg.
Impervious Area 17,602 S.F.0.404 81.0 0.95 0.770
Pervious Area 4,126 S.F.0.095 19.0 0.50 0.095
Total 0.499 100.00 0.865
COMPOSITE "C" (USE) =0.87
EXISTING (INCLUDING 1750+/- S.F. FOR FUTURE BUILDING)
Area (Ac)%"C" Wt. Avg.
Impervious Area 19,352 S.F.0.444 89.1 0.95 0.846
Pervious Area 2,376 S.F.0.055 10.9 0.50 0.055
Total 0.499 100.00 0.901
COMPOSITE "C" (USE) =0.90
PROPOSED
Area (Ac)%"C" Wt. Avg.
Impervious Area 19,187 S.F.0.440 84.2 0.95 0.800
Pervious Area 3,604 S.F.0.083 15.8 0.50 0.079
Total 0.523 100.00 0.879
COMPOSITE "C" (USE) =0.88
AREA NO. 2 (SOUTH)
EXISTING
Area (Ac)%"C" Wt. Avg.
Impervious Area 21,435 S.F.0.492 60.9 0.95 0.579
Pervious Area 13,753 S.F.0.316 39.1 0.50 0.195
Total 0.808 100.00 0.774
COMPOSITE "C" (USE) =0.77
PROPOSED
Area (Ac)%"C" Wt. Avg.
Impervious Area 25,183 S.F.0.578 73.8 0.95 0.701
Pervious Area 8,943 S.F.0.205 26.2 0.50 0.131
Total 0.783 100.00 0.832
COMPOSITE "C" (USE) =0.83
NOTE: THE AREA 2 IMPERVIOUS AREA INCLUDES 5,079 S.F. OF EXISTING BUILDING AREA FOR BOTH THE
EXISTING AND PROPOSED CONDITION
]
2.2.b
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RWG ENGINEERING, LLC.
975 E. 22nd Street
Wheaton, IL 60189
(630) 774-9501
Detention Calculator
Modified Rational Method
TELEPHONE (630) 774-9501 DESCRIPTION Spoerlein Commons - Update to Bucky's Aug 2012 Basin Calculation-
Technical Bulletin 70 (7.58 in. - 100 Year Rainfall)
STORAGE VOLUME WITH EXISTING SITE TRIBUTARY AREA
DURATION TIME 100 YR. INT INFLOW RATE STORED RATE VOLUME Area of site in acres:0.81
(HOURS)(MIN)(IN/HR)(CFS)(CFS)(ACRE-FT)Trapped water area in acres:0.00
0.50 30 5.60 3.49 3.18 0.13 Net area for release computation in acres:0.00
0.67 40 4.92 3.07 2.76 0.15 Design release rate in CFS:0.31
0.83 50 4.24 2.64 2.33 0.16 Unrestricted release rate in CFS:0.00
1.00 60 3.56 2.22 1.91 0.16 Bypass release rate in CFS:0.00
1.50 90 2.90 1.81 1.50 0.19 <===Total design release in CFS:0.31
2.00 120 2.24 1.40 1.09 0.18 Developed runoff coefficient:0.77
3.00 180 1.62 1.01 0.70 0.18
4.00 240 1.40 0.87 0.56 0.19
5.00 300 1.17 0.73 0.42 0.18 Maximum volume in Acre-Ft =0.187
6.00 360 0.95 0.59 0.28 0.14
7.00 420 0.88 0.55 0.24 0.14
8.00 480 0.82 0.51 0.20 0.13
9.00 540 0.75 0.47 0.16 0.12
10.00 600 0.68 0.43 0.12 0.10
11.00 660 0.62 0.38 0.07 0.07
12.00 720 0.55 0.34 0.03 0.03
13.00 780 0.52 0.33 0.02 0.02
14.00 840 0.50 0.31 0.00 0.00
15.00 900 0.47 0.29 -0.02 -0.02
16.00 960 0.44 0.28 -0.03 -0.04
17.00 1020 0.42 0.26 -0.05 -0.07
18.00 1080 0.39 0.24 -0.07 -0.10
19.00 1140 0.38 0.24 -0.07 -0.12
20.00 1200 0.37 0.23 -0.08 -0.14
21.00 1260 0.36 0.22 -0.09 -0.16
22.00 1320 0.34 0.21 -0.10 -0.18
23.00 1380 0.33 0.21 -0.10 -0.20
24.00 1440 0.32 0.20 -0.11 -0.22
% of site "C" Factor Composite "C"
Open Water Area 0.00 1.00 0.00
Impervious Area 60.90 0.95 0.58
Pervious Area 39.10 0.50 0.20
Total :100.00 0.77
6/24/2020 12:07 PM File:2020-03-25_Det Storage Review-Exist_271 Sheet:Fixed Known Release Rate Page 1 of 1
2.2.b
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RWG ENGINEERING, LLC.
975 E. 22nd Street
Wheaton, IL 60189
(630) 774-9501
Detention Calculator
Modified Rational Method
TELEPHONE (630) 774-9501 DESCRIPTION Spoerlein Commons - Update to Bucky's Aug 2012 Basin Calculation-
Technical Bulletin 70 (7.58 in. - 100 Year Rainfall)
STORAGE VOLUME WITH PROPOSED SITE TRIBUTARY AREA
DURATION TIME 100 YR. INT INFLOW RATE STORED RATE VOLUME Area of site in acres:0.78
(HOURS)(MIN)(IN/HR)(CFS)(CFS)(ACRE-FT)Trapped water area in acres:0.00
0.50 30 5.60 3.63 3.32 0.14 Net area for release computation in acres:0.00
0.67 40 4.92 3.19 2.88 0.16 Design release rate in CFS:0.31
0.83 50 4.24 2.74 2.43 0.17 Unrestricted release rate in CFS:0.00
1.00 60 3.56 2.30 1.99 0.17 Bypass release rate in CFS:0.00
1.50 90 2.90 1.88 1.57 0.20 Total design release in CFS:0.31
2.00 120 2.24 1.45 1.14 0.19 Developed runoff coefficient:0.83
3.00 180 1.62 1.05 0.74 0.18
4.00 240 1.40 0.90 0.59 0.20 <===
5.00 300 1.17 0.76 0.45 0.19 Maximum volume in Acre-Ft =0.198
6.00 360 0.95 0.62 0.31 0.15
7.00 420 0.88 0.57 0.26 0.15
8.00 480 0.82 0.53 0.22 0.15
9.00 540 0.75 0.49 0.18 0.13
10.00 600 0.68 0.44 0.13 0.11
11.00 660 0.62 0.40 0.09 0.08
12.00 720 0.55 0.36 0.05 0.05
13.00 780 0.52 0.34 0.03 0.03
14.00 840 0.50 0.32 0.01 0.01
15.00 900 0.47 0.30 -0.01 -0.01
16.00 960 0.44 0.29 -0.02 -0.03
17.00 1020 0.42 0.27 -0.04 -0.06
18.00 1080 0.39 0.25 -0.06 -0.09
19.00 1140 0.38 0.24 -0.07 -0.10
20.00 1200 0.37 0.24 -0.07 -0.12
21.00 1260 0.36 0.23 -0.08 -0.14
22.00 1320 0.34 0.22 -0.09 -0.16
23.00 1380 0.33 0.21 -0.10 -0.18
24.00 1440 0.32 0.21 -0.10 -0.21
% of site "C" Factor Composite "C"
Open Water Area 0.00 1.00 0.00
Impervious Area 73.80 0.95 0.70
Pervious Area 26.20 0.50 0.13
Total :100.00 0.83
6/24/2020 12:08 PM File:2020-03-25_Det Storage Review-Proposed_271 Sheet:Fixed Known Release Rate Page 1 of 1
2.2.b
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Date: 03-24-2020 Project No. 271-121-16
Designer: PDL
Description: Dunkin-Spoerlein Commons, Buffalo Grove, IL
EXISTING CONDITIONS
INCREM'T TOTAL
CONTOUR AREA AVERAGE INCREMENT VOLUME VOLUME
709.1 0 S.F.
606.5 S.F.0.9 FT. 546 C.F.546 C.F.
710.0 1,213 S.F.
1,487.5 S.F.1.0 FT. 1,488 C.F.2,033 C.F.
711.0 1,762 S.F
1,967.0 S.F.1.0 FT. 1,967 C.F.4,000 C.F.
712.0 2,172 S.F.
2,401.0 S.F.1.0 FT. 2,401 C.F.6,401 C.F.
713.0 2,630 S.F.
2,973.5 S.F.0.9 FT. 2,676 C.F.9,078 C.F.
714.0 3,317 S.F.
TOTAL STORAGE @ 713.9 HWL--9,078 C.F.0.208 Ac-Ft
PROPOSED CONDITIONS
INCREM'T TOTAL
CONTOUR AREA AVERAGE INCREMENT VOLUME VOLUME
709.1 0 S.F.
606.5 S.F.0.9 FT. 546 C.F.546 C.F.
710.0 1,213 S.F.
1,487.5 S.F.1.0 FT. 1,488 C.F.2,033 C.F.
711.0 1,762 S.F
1,967.0 S.F.1.0 FT. 1,967 C.F.4,000 C.F.
712.0 2,172 S.F.
2,413.0 S.F.1.0 FT. 2,413 C.F.6,413 C.F.
713.0 2,654 S.F.
3,211.5 S.F.0.9 FT. 2,890 C.F.9,304 C.F.
714.0 3,769 S.F.
TOTAL STORAGE @ 713.9 HWL--9,304 C.F.0.214 Ac-Ft
TABLE A
STORAGE IN EXISTING BASIN
AT
SOUTHWEST CORNER OF SITE
2.2.b
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Date: 03-24-2020 Project No. 271-121-16
Designer: PDL
Description: Dunkin-Spoerlein Commons, Buffalo Grove, IL
EXISTING CONDITIONS
INCREM'T TOTAL
CONTOUR AREA AVERAGE INCREMENT VOLUME VOLUME
709.1 0 S.F.
606.5 S.F.0.9 FT. 546 C.F.546 C.F.
710.0 1,213 S.F.
1,487.5 S.F.1.0 FT. 1,488 C.F.2,033 C.F.
711.0 1,762 S.F
1,967.0 S.F.1.0 FT. 1,967 C.F.4,000 C.F.
712.0 2,172 S.F.
2,401.0 S.F.1.0 FT. 2,401 C.F.6,401 C.F.
713.0 2,630 S.F.
2,973.5 S.F.1.0 FT. 2,974 C.F.9,375 C.F.
714.0 3,317 S.F.
4,013.5 S.F.0.7 FT. 2,809 C.F.12,184 C.F.
714.7 4,710 S.F.
4,918.5 S.F.0.3 FT. 1,476 C.F.13,660 C.F.
715.0 5,127 S.F.
TOTAL STORAGE @ 714.7 HWL -12,184 C.F.0.280 Ac-Ft
PROPOSED CONDITIONS
INCREM'T TOTAL
CONTOUR AREA AVERAGE INCREMENT VOLUME VOLUME
709.1 0 S.F.
606.5 S.F.0.9 FT. 546 C.F.546 C.F.
710.0 1,213 S.F.
1,487.5 S.F.1.0 FT. 1,488 C.F.2,033 C.F.
711.0 1,762 S.F
1,967.0 S.F.1.0 FT. 1,967 C.F.4,000 C.F.
712.0 2,172 S.F.
2,413.0 S.F.1.0 FT. 2,413 C.F.6,413 C.F.
713.0 2,654 S.F.
3,211.5 S.F.1.0 FT. 3,212 C.F.9,625 C.F.
714.0 3,769 S.F.
4,336.5 S.F.0.7 FT. 3,036 C.F.12,660 C.F.
714.7 4,904 S.F.
5,025.0 S.F.0.3 FT. 1,508 C.F.14,168 C.F.
715.0 5,146 S.F.
TOTAL STORAGE @ 714.7 HWL -12,660 C.F.0.291 Ac-Ft
TABLE A
STORAGE IN EXISTING BASIN
AT
SOUTHWEST CORNER OF SITE
2.2.b
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Date: 03-24-2020 Project No. 271-121-16
Update: 06-19-2020
Designer: PDL
Description: Dunkin-Spoerlein Commons, Buffalo Grove, IL
Per Bucky's
Memo
Existing
Spoerlein
Proposed
Spoerlein
1 0.69 Ac 0.81 Ac 0.78 Ac
2 0.90 0.77 0.83
3 0.188 Ac-Ft 0.187 Ac-Ft 0.198 Ac-Ft
4 0.182 Ac-Ft 0.208 Ac-Ft 0.214 Ac-Ft
5 N/A 0.280 Ac-Ft 0.291 Ac-Ft
NOTES:
1
corner of the Spoerlein Comons parcel, as outlined in the Bucky's Express Storm Water Memorandum, with a
latest date of October 25 2012
2
3
TABLE B
SUMMARY FOR EXISTING BASIN
AT
SOUTHWEST CORNER OF SITE
Tributary Area to Basin
and Table A - Storage in Existing Basin
Composite "C" Value
Description
"Existing Spoerlein" - refers to the existing Spoerlein Commons site conditions, as reflected on the attached
Existing & Proposed Drainage Exhibit, Calculation of Composite Run-Off Coefficients, Detention Calculations,
and Table A - Storage in Existing Basin
"Proposed Spoerlein" - refers to the proposed Spoerlein Commons site conditions, as reflected on the attached
Existing & Proposed Drainage Exhibit, Calculation of Composite Run-Off Coefficients, Detention Calculations,
Detention Storage Required
Detention Storage Provided @ 713.9 HWL
Detention Storage Provided @ 714.7 HWL
"Per Bucky's Memo" - refers to criteria for the Spoerlein Commons stormwater detention basis at the southwest
2.2.b
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No. 1
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No. 2
A=0.78 ac.
No. 2
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No. 1
A=0.50 ac.
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LEGEND
2.2.b
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2.2.b
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2.2.b
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11/7/2018
MINUTES OF THE REGULAR MEETING OF THE PLANNING AND ZONING COMMISSION OF THE
VILLAGE OF BUFFALO GROVE HELD IN THE COUNCIL CHAMBERS, 50 RAUPP BOULEVARD,
BUFFALO GROVE, ILLINOIS ON WEDNESDAY, NOVEMBER 7, 2018
Call to Order
The meeting was called to order at 7:30 PM by Chairman Frank Cesario
Public Hearings/Items For Consideration
Regular Meeting
Other Matters for Discussion
1. Workshop- Proposed Amendment to the Spoerlein Commons Planned
Development (Trustee Stein) (Staff Contact: Chris Stilling)
Daniel Kovacevic, Whitestone Reit, 20789 N. Pima Road, Scottsdale, AZ 85255;
Rick Burton, Whitestone Reit, 20789 N. Pima Road, Scottsdale, AZ 85255; Rory
Fancler, Kimley Horn, 1001 Warrenville Road, Lisle, IL 60532; and Paul Leder,
RWG Engineering, 975 E. 22nd Street, Wheaton, IL 60189, were present and
sworn in.
Mr. Stilling provided a brief overview of the site history and request. The existing
development consists of approximately 41,000 square feet of commercial and
office space in multiple buildings. The original development was approved with a
second phase allowing for an additional 2,000 square feet of retail space. The
second phase was never constructed and the current owner is seeking an
amendment to the original Ordinance to allow for the construction of a 2,800
square foot outbuilding with drive-thru (Dunkin Donuts). This item was reviewed
by the Village Board on October 15, 2018 and was referred to the Planning &
Zoning Commission (PZC) for review and public hearing. As a result of the
amendment and prior to the required public hearing, the owner is seeking
comments from the PZC.
Mr. Kovacevic reviewed the concept plan. The existing Spoerlein Commons
development was approved by the Village via Ordinance 83-8. The approved
development included a total of 51,050 square feet of office and retail space. The
original development plan was not completed as approved and as a result,
41,180 square feet of retail and office space was constructed. The development
was approved for two additional outbuildings (2,000 square feet), which were
never constructed.
The Petitioner is seeking an amendment to the development to allow for the
construction of a new 2,800 square foot Dunkin Donuts outbuilding with drive-
through. Dunkin Donuts is currently located in the corner unit of the existing retail
building and is looking to expand their services by including a drive-thru. To
accommodate the new building, parking would be relocated to the open area
originally identified for the 2 outbuildings. The existing access points at Route 83
and access to Courtyard Drive to the west would remain unchanged. As part of
the Village Board referral, the Trustees commented on the potential of relocating
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11/7/2018
the access drive along Route 83 further to the west to align with the relocated
drive aisle. The existing condition was cited as a concern since it is a difficult turn
as you come into the center.
The Petitioner would be making improvements to the existing detention pond to
accommodate the proposed development. The proposed project would most
likely require variations for parking lot setbacks. What is being proposed is
consistent with existing conditions.
The Petitioner has also provided a concept plan showing the elevations of the
proposed new building.
The existing development currently has 161 parking spaces for the 41,180
square foot development, which meets the approved parking but does not meet
current code requirements. While the final site plan is subject to refinement as
part of the public hearing process, with the new outbuilding, the site would still
maintain 161 parking spaces. It should be noted that the 161 parking spaces
were intended to serve both the existing 41,180 square feet but also the
additional 2,000 square feet, which was not built. As a result of the change, a
total net increase in square footage would be approximately 800 square feet. The
owner has provided a parking analysis by their traffic consultant who has
reviewed both the existing and proposed conditions and found that sufficient
parking is provided. Staff also had the Village traffic consultant, Gewalt Hamilton
& Associates (GHA) to review the report and proposed plans. GHA found that the
proposed development would still provide sufficient parking.
The proposed 2,800 square foot building would include a drive-thru for Dunkin
Donuts. Pursuant to Village Code, a drive-thru shall have a minimum stacking of
ten (10) vehicles. The Village’s consultant (GHA) has reviewed the drive-thru
operations. As part of their analysis, GHA also provided data regarding their
research on multiple Dunkin Donut facilities and found that in most instances, the
maximum stacking for a Dunkin Donuts drive-thru is approximately 7 vehicles.
GHA finds that sufficient stacking can be provid ed.
Com. Goldspiel advised that he attended the Village Board meeting on October
15, 2018. At that meeting, this proposed project was reviewed by the Board. The
Board had several items that they wished to be addressed by the PZC. The
proposed use would be a Baskin Robbins, in addition to a Dunkin Donuts. The
Board also had questions regarding the parking variance, detention, traffic safety
and drive-thru stacking. He asked what the proposed seating capacity would be
for the new building. Mr. Kovacevic responded that he is not sure since he was
not given that information. Com. Goldspiel advised that he needs that information
to know what the parking requirements will be. He asked if the original plan
included the parking for the two outlots. Mr. Kovacevic responded yes. Com.
Goldspiel asked about the proposed detention improvements. Mr. Leder
responded that there will not be any decreased storage area with the proposed
building and that the current conditions provide for the additional building. Com.
Goldspiel asked about the concern with the driveway configuration. Ms. Fancler
advised that the concern was with traffic entering the center and making the left
turn in the parking lot. Her recommendation is to not relocate the existing
driveway entrance. The current entrance on McHenry Road aligns with the
driveway entrance across the street. This center is also close to a signalized
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11/7/2018
intersection. Relocation would create issues. They will work with staff to address
those concerns. Com. Goldspiel advised that when entering the center, you will
have to make a left turn, then a right turn. He asked how that will be addressed.
Mr. Leder responded that the driveway entrance will not be widened but that the
turning radius within the parking lot will be increased. There is a steep slope on
the driveway entrance. They will improve the grade at the entrance. There is an
existing power pole that would need to be relocated if the entrance is moved.
Com. Goldspiel asked about the traffic study and the finding that there is more
north/westbound traffic on McHenry Road in the morning. Ms. Fancler advised
that information was provided by GHA and that she could not comment the traffic
flow of McHenry Road. Kimley Horn only conducted a study of the traffic flow and
parking within the center. Com. Goldspiel stated that he wants to make sure that
south/eastbound traffic trying to access the center would not create a traffic
hazard. Ms. Fancler does not expect a negative impact but she can take a look at
the traffic flow. Com. Goldspiel asked how customers would be directed to the
drive-thru lane. Ms. Fancler explained that there would be wayfinding signs within
the center to direct customers. The proposed design is not a-typical. The
wayfinding signage will help. Mr. Stilling advised that included in the packet is a
second drive-thru stacking scenario. He also advised that Dunkin Donuts usually
does not have a stacking issue since they typically provide quicker service. Com.
Goldspiel asked if there are dedicated parking spaces for waitin g drive-thru
customers. Ms. Fancler responded that Dunkin Donuts is unique since their
typical drive-thru time is one and a half (1-1/2) to two (2) minutes and they do not
offer specialty orders. Com. Goldspiel stated that Dunkin Donuts has a new
menu that could affect the drive-thru timing. Mr. Stilling stated that he would
recommend that the Dunkin Donuts operator attend the public hearing to answer
these questions. Com. Goldspiel asked if the location of the accessible parking
spaces on the proposed plan would be the location of the entrance. Mr. Burton
stated that they do not yet have the interior detail of the building.
Ch. Cesario advised that there is a Dunkin Donuts located across the street from
Buffalo Grove High School on Dundee Road that could be used for comparison.
Com. Moodhe asked Mr. Stilling about the stacking at the Dunkin Donuts by the
Community Arts Center. Mr. Stilling does not have the details for that location but
would rather see more parking than stacking. Com. Moodhe stated that there has
been some stacking outside the drive-thru lane but that is rare. He does not
recall being in the drive-thru line for more than a minute. He asked if there are
any changes planned to the center entrance off of Courtland Drive. Mr. Burton
responded there are no plans to change that entrance. Com. Moodhe asked
about a proposed sign package. Mr. Stilling advised that the proposed sign
package should be included for the public hearing. Mr. Burton added that they
have not yet looked at the proposed signs. Com. Moodhe asked about traffic
counts. Ms. Fancler advised that they have only conducted the parking counts.
Com. Moodhe asked if there would be any outdoor seating provided. Mr.
Kovacevic believes that there will be one (1) or two (2) tables provided but not a
patio. Com. Moodhe suggested adding some additional outdoor seating.
Com. Khan advised that he has questions regarding the GHA report. He knows
this center and would generally avoid it. He will not enter the center from
McHenry Road. Most of the traffic is north/westbound in the morning and
south/eastbound in the evening. This is an IDOT road and traffic data should be
available. There is a raised median along McHenry Road. He suggested
contacting IDOT and advising them there is a usage change in the center. IDOT
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may have a future road plan. He also confirmed the steep slope at the driveway
entrance. He also referred to the Dunkin Donuts on Dundee Road, across from
the high school. That location has a right-in, right-out entrance. He believes the
proposed project is similar to that location. GHA believes that peak times are
when other businesses are closed or just opening. However, a combined Dunkin
Donuts and Baskin Robbins generate more traffic.
Com. Au agrees with Com. Khan that the combined Dunkin Donuts and Baskin
Robbins are busier, especially during the summer months. She would like to see
the traffic flow counts. She is concerned that customers may pull into the
neighboring gas station by mistake thinking they can access the site. Mr.
Kovacevic advised that he will take a look at that.
Com. Lesser asked why it is so important to have the driveway entrance aligned
with the driveway entrance across McHenry Road. Ms. Fancler advised that with
the raised median having the driveways aligned allows vehicles to make opposite
turns at the same time. To not have the driveways aligned would confuse drivers.
Com. Lesser stated that moving the driveway entrance to the west would not
impede turning traffic. To not move the driveway entrance makes the driver
involved in a lot of turns to get to the drive-thru. Traffic movement within the
center now is not that great. Moving the driveway entrance to the west would
solve a lot of problems. Mr. Stilling advised that IDOT would need to approve any
relocation of the entrance. He will have staff ask IDOT about long term plans for
improvements at that intersection.
Com. Weinstein does not see any concerns with traffic flow. He agrees the
center is a little confusing. He compared it to the Portillo’s location on Du ndee
Road. He does have a small concern with the proposed stacking. He asked
about the height of the proposed building, the distance to the nearby residential
housing and the location of the speaker box for the drive-thru. Mr. Kovacevic
advised that they are not looking for any height variances. He also advised that
the proposed building will be located a bit of a distance from the residential
housing. He also advised that the speaker would be located near the front of the
building. Mr. Stilling stated that the speaker would be required to be located on
the gas station side of the building.
Ch. Cesario believes that the proposed configuration makes sense. He noted on
Page 13 of the packet it is referenced that currently during peak occupancy only
fifty percent (50%) of the parking spaces are used. In addition, future parking
conditions with full occupancy, including the proposed project, anticipates ninety
three (93%) of the total spaces to be used. He has no concerns with the total
number of parking spaces. He also believes that the drive-thru configuration
makes sense.
Com. Moodhe asked if there is a tenant to replace Dunkin Donuts in its current
space. Mr. Kovacevic advised that they anticipate a sandwich shop to occupy
that space in the future. Mr. Stilling added that the Village may pursue a future
use condition depending on the future use of the existing Dunkin Donuts tenant
space. Com. Moodhe suggested removing the end parking space and island
median just to the south of the drive-thru exit to eliminate the tight turn radius.
2.2.b
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Ch. Cesario advised that he does have some concerns with the traffic flow. He is
not concerned with the drive-thru stacking. He asked for the traffic data to be
provided.
There were no more questions from the Commissioners at this time.
Mr. Burton asked if the PZC would prefer another workshop or if the concerns
noted should be addressed and they proceed to public hearing. Mr. Stilling
indicated that staff would like to have the Village’s consultant, GHA, appear at
the public hearing to answer any questions. Com. Moodhe asked if there will be a
report from Engineering provided. Mr. Stilling responded that the Engineering
report will be provided for the public hearing. Com. Moodhe noted that there are
no major issues with the proposed development and asked for the requested
traffic flow and other data, including proposed signage, be provided for the public
hearing.
There were no additional questions or comments from the Commissioners.
Approval of Minutes
1. Planning and Zoning Commission - Regular Meeting - Oct 3, 2018 7:30 PM
Moved by Com. Khan, seconded by Com. Weinstein, to approve the October 3,
2018 regular meeting minutes as submitted.
RESULT: ACCEPTED [5 TO 0]
MOVER: Zill Khan, Commissioner
SECONDER: Mitchell Weinstein, Comm issioner
AYES: Cesario, Goldspiel, Khan, Weinstein, Au
ABSTAIN: Adam Moodhe, Matthew Cohn, Scott Lesser
2. Planning and Zoning Commission - Special Meeting - Oct 30, 2018 7:30 PM
Moved by Com. Moodhe, seconded by Com. Lesser, to approve the October 30,
2018 regular meeting minutes as submitted.
RESULT: ACCEPTED [UNANIMOUS]
MOVER: Adam Moodhe, Commissioner
SECONDER: Scott Lesser, Commissioner
AYES: Moodhe, Cesario, Cohn, Goldspiel, Khan, Lesser, Weinstein, Au
Chairman's Report
None.
Committee and Liaison Reports
Com. Goldspiel advised that Sky Fitness was approved by the Village Board on October 15,
2018.
Com. Moodhe advised there were no PZC items on the November 5, 2018 Village Board agenda.
2.2.b
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Staff Report/Future Agenda Schedule
Mr. Stilling advised that the November 21, 2018 PZC regular meeting will be canceled. A Special
Meeting may be scheduled for November 28, 2018 for an RV variation.
Mr. Stilling advised that staff is starting to get to the enforcement phase of the new RV regulations
and that the PZC may see future requests that are not as clear concerning meeting the
standards. He asked the PZC to provide guidance concerning RV's that never met the Ordinance
in relation to screening, size and location. He also asked for guidance concerning Petitioner 's that
are not cooperating.
Ms. Woods asked the PZC to provide feedback on the recent training.
Public Comments and Questions
None.
Adjournment
The meeting was adjourned at 8:54 PM
Chris Stilling
APPROVED BY ME THIS 7th DAY OF November , 2018
2.2.b
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10/21/2020
MINUTES OF THE REGULAR MEETING OF THE PLANNING AND ZONING COMMISSION OF THE
VILLAGE OF BUFFALO GROVE HELD IN THE COUNCIL CHAMBERS, 50 RAUPP BOULEVARD,
BUFFALO GROVE, ILLINOIS ON WEDNESDAY, OCTOBER 21, 2020
Call to Order
The meeting was called to order at 7:32 PM by Chairman Frank Cesario
2. Open Meetings Act Compliance
Pursuant to orders issued in response to the COVID-19 pandemic, this Public Hearing is
closed to in-person, public attendance. The hearing is being held via Zoom web
conference meeting, which permits the public to fully participate in the virtual Public
Hearing via Zoom on a computer, tablet or phone. Details on how to access and
participate in this online virtual hearing are available below. More information
pertaining to the meeting information and links to the virtual meeting can be found at
<https://us02web.zoom.us/j/89708021192>
Or iPhone one-tap :
US: +13126266799,,89708021192# or +13017158592,,89708021192#
Or Telephone:
Dial(for higher quality, dial a number based on your current location):
US: +1 312 626 6799 or +1 301 715 8592 or +1 929 436 2866 or +1 346 248
7799 or +1 669 900 6833 or +1 253 215 8782
Webinar ID: 897 0802 1192
International numbers available: <https://us02web.zoom.us/u/kew5FYmXuN>
Public Hearings/Items For Consideration
1. Consider an Amendment to Chapter 15.20 Fence Code of the Buffalo Grove Municipal
Code Allowing Residential Fences in the Corner-Side Yard Setback and Allowing Six
Foot Solid Fences Under Certain Conditions. (Trustee Weidenfeld) (Staff Contact: Nicole
Woods)
Deputy Community Development Director Woods gave a brief overview of the petition by
the Village regarding fence modifications to corner yard setbacks and 6 foot solid fences
on properties adjacent to contrasting use. Ms. Woods noted that swimming pools were
not addressed in this modification and will be addressed at a later date.
Village Planner Akash provided additional detail on the fence modifications and the
changes that were made from the previous meetings workshop.
Com. Goldspiel asked for clarification regarding information on packet page 6 which
referenced 6 foot solid fences and asked if it should say 5 foot and the special criteria in
paragraph D.
Village Planner Akash provided clarification regarding the height of a fence in that
specific section of the code.
3.B.1
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Village Attorney Brankin stated that the section in question acts states a general
maximum and the sections that are being changed hold the special criteria that states
when 6 foot is not allowed.
Com. Goldspiel asked for additional clarification on paragraph D.
Village Planner Akash explained that paragraph D stands alone for those who do not
meet the exceptions for a 6 foot fence and that a 6 foot open/shadow box fence would
be permitted.
Com. Khan asked for additional clarification on section 15. He asked if 6 feet could be
changed to 5 feet.
Deputy Community Development Director Woods gave an overview of the Code
modifications for additional clarification. She also shared the documents that would aid
the residents without having to read the Code.
Com. Khan provided additional modifications regarding the fence Code.
Village Planner Akash replied that the points Com. Khan made were good and will be
addressed at another time as they are incorporated in other sections of the Code.
Chairperson Cesario asked the Village Attorney to review the language.
Village Attorney Brankin reminded the Commissioners that this is not a complete
overhaul of the fence Code, the changes that are being presented today are to help
mitigate the number of variations that come before the Commission that continue to be
approved and help with the backlog of petitioners.
Com. Moodhe asked if staff checked with the police department.
Village Planner Akash said yes, staff talked with the police department.
Com. Weinstein agrees with the modifications to the fence Code and does not think the
language needs to be modified anymore. Additionally, he commented that the handouts
that staff provides gives that added clarification.
Com. Worlikar is also in favor of the modifications to the fence Code.
Village Planner Akash thanked the Commissioners for their help in modifying the fence
Code and noted how helpful it will be in handling several permits in the pipeline that
would otherwise need a variation.
Chairperson Cesario commented in favor of the modifications.
Chairperson Cesario entered the staff report as exhibit one
Public Comment:
Mr. Gusev thanked the commissioners for their time in making these modifications so he
can put up his fence. He had some specific questions regarding his specific property that
Village Planner Akash will help with.
Ms. Basham with Fence Solutions thanked the commissioners for recommending the
approval of the fence modifications.
Ms. Tran thanked the commissioners for recommending approval of the fence
modifications.
Public Hearing close 8:32 PM
3.B.1
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Com. Weinstein made a motion to recommend approval to the Village Board
amendment to chapter 15.20 to the Buffalo Grove fence Code.
Com. Moodhe seconded the motion.
Com. Moodhe commented that the amendments do address the current issues and
understands that a larger overhaul of the Fence Code is forthcoming.
Com. Goldspiel commented that he supports the amendments, but thinks more work
needs to be done.
Com. Worlikar commented that this is good temporary fix and is in favor of the motion.
Com. Weinstein commented that he is in support of the motion.
RESULT: RECOMMENDATION TO APPROVE [UNANIMOUS]
Next: 11/2/2020 7:30 PM
AYES: Moodhe, Spunt, Cesario, Goldspiel, Khan, Weinstein, Au, Richards,
Worlikar
Regular Meeting
Other Matters for Discussion
None
Approval of Minutes
1. Planning and Zoning Commission - Regular Meeting - Oct 7, 2020 7:30 PM
RESULT: ACCEPTED [UNANIMOUS]
AYES: Moodhe, Spunt, Cesario, Goldspiel, Khan, Weinstein, Au,
Richards, Worlikar
Chairman's Report
None.
Committee and Liaison Reports
Com. Worlikar provided an overview of the last Village Board Meeting.
Staff Report/Future Agenda Schedule
Deputy Director of Community Development Woods provided an overview of the next agenda
schedule.
Public Comments and Questions
None.
Adjournment
The meeting was adjourned at 9:00 PM
3.B.1
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10/21/2020
Chris Stilling
APPROVED BY ME THIS 21st DAY OF October , 2020
3.B.1
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