HomeMy WebLinkAbout20223475.tiffCHANGE OF ZONE (COZ) APPLICATION
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
PROPERTY INFORMATION (Attach additional sheets if necessary.)
Is the property currently in violation?ENo / ['Yes Violation Case Number:
Site Address: 2497 & 2507 W 125 Frontage Rd
Parcel Numbers: 1 4 6 7 _ 2 2 _ 4 _ 0 0 _ 0 3 4
1 4 6 7 _ 2 2 _ 4 _ 0 0 _ 0 1 1
Legal Description: See attached
Section: 22 , Township 01 N, Range 68 W # of Lots: 2 Total Acreage:
Floodplain: [ZNo / Q Yes Geological Hazard: ❑ No /.QYes Airport Overlay: [R No / ❑Yes
REZONING
Existing Zone District(s): AG Proposed Zone District: 1-2
PROPERTY OWNER(S) (Attach additional sheets if necessary.)
Name: Nate Hewson
Company: R&N Properties, LLC
Phone #: 303-993-0162
Email: nate@empireroofing.com
Street Address: 14101 E 33rd Place, Ste F
City/State/Zip Aurora/CO/80011
Code:
APPLICANT/AUTHORIZED AGENT (Authorization must be included if there is an Authorized Agent.)
Name: Mike Beach
Company: Ridgetop Engineering
Phone #: 970-663-4552
Email: mbeach@ridgetopeng.com
Street Address: 541 E. Garden Drive, Unit N'
City/State/Zip Windsor/CO/80550
Code:
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with
or contained within the application are true and correct to the best of my (our) knowledge. All fee owners of the
property must sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners
must be included w the application. If the fee owner is a corporation, evidence must be included indicating the
signatory ha jth egal authority to sign for the corporation.
nature
A/ /e / fU,-)
69c4,4 //4,,J-4
Date Signature
Print Print
-2q-n-
Date
9/10/21 7
I, (We), R&N Properties, LLC
(Owner — please print)
DEPARTMENTS OF PLANNING
BUILDING, DEVELOPMENT REVIEW
AND ENVIRONMENTAL HEALTH
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM
give permission to Ridgetop Engineering
•(Authorized Agent/Applicant—please print)
to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located
at (address or parcel number) below:
146722400011 & 146722400034
Legal Description: See Attached
of Section 22
, Township 01
N, Range 68
Subdivision Name: Lot Block
Property Owners Information:
Address: 14101 E 33rd Place, Ste F
Phone: 303-993-0162 E-mail: nate@empireroofing.com
Authorized Agent/Applicant Contact Information:
Address: 541 E. Garden Drive, Unit N
Phone: 970-663-4552 E -Mail: mbeach@ridgetopeng.com
Correspondence to be sent to: Owner El Authorized Agent/Applicant by: Mail ❑ Email
Additional Info:
I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this
document, that the information stated above is true and correct to the best of my (our) knowledge.
Date D?l/ y/Z2
Owner Signature Owner Signature
etc 0-c Cv loc.acia ) �� vi- a
Subscribed and sworn to before me this ,4-1- day of ---37.4-Li
My commission expires d2- 1 - 2 2(n
Kathleen A Martin
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID# 20184007405
MY COMMISSION EXPIRES 02/14/2026
Date
,202.. by
Notary Public
CHANGE OF ZONE (COZ)
PLANNING QUESTIONNAIRE
Answer the following questions per Section 23-2-50 of the Weld County Code. Please type on a separate
sheet. If a question does not pertain to your proposal, please respond with an explanation — do not leave
questions blank.
1. Describe the purpose of the proposed Change of Zone.
R&N properties proposes to develop 2497 (LOT B) and 2507 (LOT A) W 125 frontage road into an
industrial business park. Both Lots are currently zoned A (Agricultural). Our current plan is to
develop between 20 and 25 metal frame and metal skinned building. Buildings will range in size
with three different spec buildings. Each lot will be fully fenced and yards will be built with
gravel surfaces and some areas of concrete. We plan to make this a jewel that Weld County and
northern Colorado can be proud of. We plan to make the landscaping appealing and tasteful
throughout the park. Since this proposed development will no longer fit with the Agricultural
Zone, we would like to propose the Lots be rezoned to 1-2. 1-2 will allow us the flexibility needed
for the proposed development and our lot currently sits within the Weld County Opportunity
Zone within the Comprehensive Plan Map.
2. Describe the current and previous use of the land.
The current parcel of land is used for agricultural purposes (wheat). Currently the parcel of
land is divided into 2 Lots, Lot A and Lot B. Lot A is a single family home approximately 1.5
acres and Lot B is approximately 48.079 acres used for growing and farming wheat and a single
family home. Surrounding the Single Family Homes, there are multiple sheds and storage
structures along the north central side of the parcel within both Lots A and B.
3. Describe the proximity of the proposed use to residences.
No residences are located north of the property, between Erie Pkwy and our north property line.
Erie Pkwy is approximately 2,600 feet North. No residences are located to the East, between
Interstate 25 and our East property line. Interstate 25 is approximately 250 feet East, at its
narrowest and 1425 feet at its widest. To the South, there are 10 single family residences along
the North Side of WCR 6. The closest livable structure is approximately 1,140 feet from our south
property line. To the West there is one single family residence approximately 2,425 feet from our
West property line.
4. Explain how the proposed rezoning will correct what the applicant perceives as faulty zoning, or how
the proposed rezoning will fit with what the applicant perceives as the changing conditions in the area.
With the proposed development of an industrial business park, 1-2 zoning will provide the
necessary flexibility needed that the current agricultural zoning does not.
5. Explain how the uses allowed by the proposed rezoning will be compatible with the surrounding land
uses. Include a description of existing land uses for all properties adjacent to the subject property.
Currently the parcel of land is surrounded by Agricultural Zoning (Weld County) to the West,
North, and East. The Zoning to the South is RP -3 (Town of Erie). The current property to the
North is occupied by Secure Interstate Storage and the current property to the East is
occupied by Asphalt Specialties/Maintenance Shop. The property to the West is Agricultural
with a Single Family home and the property to the South is currently vacant and used for
Agricultural purposes. With Commercial Businesses already established to the North and
South, and with the rapid development of the Town of Erie to the West, the Rezoning to 1-2
would not affect and will make it more compatible with the surrounding area.
6. Does the soil report indicate the existence of moderate or severe soil limitations? If so, detail the
methods to be employed to mitigate the limitations for the uses proposed.
A Limited Soils Report was completed by Earth Engineering Consultants to Evaluate the
potential of the Collapsible Subsoils on the property. Although the report is limited and a full
report will be completed at a later date for each of the planned buildings, the potential for
construction on the site is likely along with an over excavation component.
7. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of
the Weld County Code.
Per the most recent Comprehensive Plan Map, this parcel of land falls within Weld County
Opportunity Zone with the potential of Annexation. 1-2 zoning is one of the zones preferred
within the Weld County Opportunity Zone, as defined in Sec. 22-4-10.
8. Explain how this proposal will be compatible with future development of the surrounding area or
adopted master plans of affected municipalities.
With this parcel of land being located along the SW corner of Erie Parkway and Interstate 25,
and with commercial businesses already established along the North and East sides of our
property. The development of a Industrial Business Park would encourage the growth of
more businesses to develop at one of the more traveled entrances into the Town of Erie.
9. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of
the neighborhood and the County.
The primary access for this parcel of land is to the East connecting to the existing 1-25
Frontage Rd, which currently dead ends 625 feet to the south of our existing entrance. Since
all the traffic will be funneled along this drive into our site, we will see an increase in traffic
along this road, but cause minimal to no effect to the health, safety, and welfare of the
neighboring inhabitants.
10. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located
within any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts)
or a Special Flood Hazard Area identified by maps officially adopted by the County.
Currently 80% of the parcel of land sits within a geological hazard area, that can be found at
Rec. No. 2234699, at the Weld County Clerk and Recorder, State of Colorado. FEMA Firm Map
08013C0461J, Dated 12/18/2012, is shown as "Not Printed" and no documentation for this area
is provided within the FEMA Flood Map Service Center.
Maxwell Nader
From:
Sent:
To:
Subject:
Follow Up Flag:
Flag Status:
Mike Beach <mbeach@ridgetopeng.com>
Tuesday, August 23, 2022 9:59 AM
Maxwell Nader
RE: PRE22-0072 Completeness Review
Follow up
Flagged
Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the
sender and know the content is safe.
Hello Max, see below in red:
Mike Beach
RidgeTop Engineering & Surveying
970-663-4552
From: Maxwell Nader <mnader@weldgov.com>
Sent: Sunday, August 21, 2022 9:33 AM
To: Mike Beach <mbeach@ridgetopeng.com>
Subject: PRE22-0072 Completeness Review
Mike,
Development Review and Environmental Health had no comments and deemed the application complete.
Planning has the following comments/questions:
1. Unsure if this was discussed during conversations with Angela but was there determined to be any viable hard
rock below the surface?
We did not discuss any hard rock, but we have already engaged a geotechnical engineer to provide a more in depth
report.
2. Also just to note I highly suggest contacting CDOT now in regards to the access. I am slightly concerned about
the proposed use of the COZ and the access itself. It is also hard to determine if this property actually has ROW
frontage or not?
We are in the process of preparing an Access Permit with CDOT to get that ball rolling. Thank you!
Let me know your thoughts on these two questions/comments.
Best,
Maxwell Nader
Planning Manager
1555 N 17th Ave
Greeley, CO 80631
mnader@weldgov.com
Phone: (970)-400-3527
1
CHANGE OF ZONE (COZ)
DEVELOPMENT REVIEW
QUESTIONNAIRE
1. Describe the access location and applicable use types (i.e., agriculture, residential,
commercial/industrial, and or oil and gas) of all existing and proposed accesses to the parcel. Include
the approximate distance each access is (or will be if proposed)) from and intersecting county road.
State that no existing access is present or that no new access is proposed, if applicable.
The current access to the property is from the W 1-25 Frontage Road in the northeastern corner
of the property. The W 1-25 Frontage Road dead ends approximately 550 LF south of the
existing access. The existing access is used for agricultural access for the subject property as
well as two residential homes. The residential homes will be removed as part of this project.
There are no longer any oil/gas facilities on this site. W 1-25 Frontage Road comes off Erie
Parkway which is approximately % mile to the north of the site access. No new access points
are proposed as part of this development.
2. Describe any anticipated change(s) to an existing access, if applicable.
The existing access is planned to be upgraded to pavement and realigned to be perpendicular
to the W 1-25 Frontage Road. General location will remain the same.
3. Describe in detail any existing or proposed access gate including its location.
No gates are being proposed at the main access location onto the Frontage Road.
4. Describe the location of all existing accesses on adjacent parcels and on parcels located on the
opposite side of the road. Include the approximate distance each access is from an intersecting
county road.
There is one access approximately 250 LF to the north of the subject property existing
access, which is into an existing outdoor storage facility. There is another access
approximately 300 LF south of the subject property access, which is for an existing
construction company storage yard. All three access locations are on the west side of the
Frontage Road as the interstate 25 is on the east side of the Frontage Road.
5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated
difficulties seeing oncoming traffic from a proposed access.
Currently there is no issues being able to see in both directions from the access road onto the
W 1-25 Frontage Road.
6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the
vicinity of an existing or proposed access.
There is a mild horizontal curve on the W 1-25 Frontage Road heading north from the access
location.
7. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in the vicinity of
an existing or proposed access.
The existing access location is relatively flat with the W 1-25 Frontage Road.
CHANGE OF ZONE (COZ)
ENVIRONMENTAL HEALTH QUESTIONNAIRE
Answer the following questions per the Weld County Code, Chapters 14, 23, and 30. Please type on a
separate sheet. If a question does not pertain to your proposal, please respond with an explanation — do
not leave questions blank.
1. Discuss the existing and proposed potable water source. If utilizing a drinking water well, include
either the well permit or well permit application that was submitted to the State Division of Water
Resources. If utilizing a public water tap, include a will serve letter from the Water District, a tap or
meter number, or a copy of the water bill.
Water Service for this parcel will be provided from Left Hand Water District. We have been in
contact with Left Hand and they have provide a solution on how they would like the water line
designed and routed to our parcel. Left Hand would like a Water Main loop installed from the
NW corner of the WCR 6 and Interstate 25 intersection, where there is currently a water vault for
connection. From that water Vault connection, the water main will be installed to the north
parallel to 1-25, and turn west just south of our north property line, and continue west
connecting to the water main within WCR 7. Coordination with surrounding property owners
and entities will further be discussed during the design and execution of the water main. This
will provide the necessary loop for our parcel to develop. All water connection to this main will
go hand in hand with each individual development package with future development.
2. Discuss the existing and proposed sewage disposal system is on the property. If utilizing an existing
on -site wastewater treatment system (OWTS), provide the OWTS permit number. If there is no permit
due to the age of the existing system, apply for a permit through the Department of Public Health and
Environment prior to submitting this application. If a new OWTS system will be installed, please state
"a new on -site wastewater treatment system is proposed." Only propose portable toilets if the use is
consistent with the Department of Public Health and Environment's portable toilet policy.
Each individual lot will need to provide their own septic design system. This process would
more than likely go hand in hand with each individual lot geotechnical report.
March 28, 2022
RidgeTop Engineering & Surveying
541 E. Garden Drive, Unit N
Windsor, Colorado 80550
Attn: Mr. Mike Beach (mbeachgridgetopeng.com)
Re:
EARTH ENGINEERING
CONSULTANTS, LLC
Limited Geotechnical Engineering Study
Approximate 75 -Acres Parcel — Evaluation of Potential Collapsible Subsoils
West of Interstate 25, Approximately 1/2 -mile south of Erie Parkway
Part of the N 1/2 of the SE 1/4 of Section 22, Township 1 North, Range 68W of the 6th P.M.
Erie, Weld County, Colorado
EEC Project No. 1222025
Mr. Beach:
The limited subsurface exploration and geotechnical engineering study of the approximately 75 -
acre site located west of Interstate 25, approximately 1/4 mile north of 10th Street, approximately 1/2
mile east of Weld County Road (WCR) 7, and approximately 1/2 -mile south of Erie Parkway, in
Erie, Weld County, Colorado, has been completed. For this limited subsurface exploration, three
(3) backhoe test pits were excavated at random locations within the proposed development area to
obtain information on existing subsurface conditions. The primary focus of this limited subsurface
exploration/backhoe test pit exercise was to evaluate if the potential of collapsible soils are present
on the subject site. The three (3) backhoe test pits were extended on March 15, 2022, to depths of
approximately 10 feet below present site grades. Individual test pit logs and a site diagram
indicating the approximate test pit locations are provided with this report.
For reference purposes, collapsible soils are defined as "any unsaturated soil that goes through a
radical rearrangement of particles and great decrease in volume upon wetting, additional loading,
or both. Collapsible soils are generally dry, low density, silty soils with high void space or
air gaps between the soil grains where the soil particle binding agents are highly sensitive to
water. These micro pores can sometimes be seen by the naked eye. When exposed to and
weakened by water, the binding agents break, soften, or dissolve such that the soil grains
shear against each other and re -orient in tighter, denser, configurations. This reconfiguration
causes a net volume decrease in the soil mass that, in turn, results in settlement of the ground
surface. This condition can occur just by the weight of the soil itself called the overburden,
or the weight of a structure, such as a home foundation or dam abutment, etc. "
Earth Engineering Consultants, LLC
EEC Project No. 1222025
March 28, 2022
Page 2
To determine the presence collapsible soils on the subject site, it was decided to explore the site at
three (3) random locations with a backhoe excavating into the overburden subsoils to approximate
depths of approximately 10 feet below existing site grades, and obtaining hand driven California
barrel/thin sleeve in -tact samples at various depths through each backhoe test pit for further
laboratory analyses. The primary laboratory test implemented to evaluate for collapsible potential
is the one-dimensional swell -consolidation (ASTM Specification D4546) test. Results of the
laboratory testing are further discussed herein; variations may occur across the site and at locations
not evaluated as part of this limited subsurface exploration.
This limited backhoe test pit subsurface exploration was performed in lieu of a more extensive
subsurface exploration consisting of drilling a series of soil borings across the site to greater depths
and conducting a more thorough subsurface exploration. Prior to designing the planned site
development concepts and performing any site improvements, a more thorough subsurface
exploration should be performed to provide site -specific geotechnical engineering design criteria.
EXPLORATION AND TESTING PROCEDURES
The backhoe test pit locations were selected and established in the field by others using a hand-
held GSP unit and Google Earth latitude and longitude coordinates. The approximate test pit
locations are shown on the attached test pit location diagram. The locations of those pits should be
considered accurate only to the degree implied by the methods used to make the field
measurements.
The test pit excavations were completed using a backhoe excavator, which extended the limited
test pits to depths of approximately 10 feet below existing site grades. Hand driven California
barrel/thin walled brass liner sleeves were obtained at 2 -foot intervals of relatively intact soils
samples within each test pit for further laboratory analyses. All samples obtained in the field were
sealed and returned to our laboratory for further examination, classification and testing.
On each of the recovered intact liner samples, visual classifications, in -situ moisture contents and
in -place dry densities were determined. On select samples, Atterberg limits and washed sieve
analysis tests were completed to evaluate the quantity and plasticity of fines in the subgrades.
Swell/consolidation tests were completed on intact liner samples to evaluate the potential for the
overburden materials to change volume with variation in moisture content and load, in particular,
Earth Engineering Consultants, LLC
EEC Project No. 1222025
March 28, 2022
Page 3
to determine the collapse and compressibility characteristics of the soil. Results of the completed
laboratory tests are indicated on the attached test pit logs and summary sheets.
As part of the testing program, all samples were examined in the laboratory and classified in
general accordance with the attached General Notes and the Unified Soil Classification System,
based on the soil's texture, plasticity and grain size distribution. The estimated group symbol for
the Unified Soil Classification System is indicated on the test pit logs and a brief description of
that classification system is included with this report.
SITE AND SUBSURFACE CONDITIONS
Site Description
The development parcel is generally located west of Interstate 25, north of 10th Street, east of WCR
7 and south of Erie Parkway, in Erie, Weld County, Colorado. At the time of our excavation
operations, the site was covered with sparse vegetation. At the northeast portion of the site, few
buildings, a storage building, and a small pond were observed, aside from which the proposed
development site was undeveloped. The site was relatively flat with an approximate relief across
the site in the order of 21 feet from northwest to southeast. Photographs of the site taken during
our limited backhoe test pit subsurface exploration are included with this report.
Subsurface Description
EEC field personnel were on site during backhoe test pit excavation to evaluate the subsurface
conditions encountered and obtain subsurface soil samples for further laboratory testing. Field
logs prepared by EEC site personnel were based on visual and tactual observation of disturbed
samples within each backhoe test pit. The final backhoe test pit logs included with this report may
contain modifications to the field logs based on results of laboratory testing and evaluation. Based
on results of the field excavation and laboratory testing, subsurface conditions can be generalized
as follows.
In summary, from the ground surface, the topsoil and vegetation were underlain by lean clay soils
with occasional sand seams extending to depths explored, approximately 10 feet below the ground
surface. The cohesive lean clay subgrades were moderately plastic, calcareous and exhibited
Earth Engineering Consultants, LLC
EEC Project No. 1222025
March 28, 2022
Page 4
relatively low density and low to high potential for volume changes with variations in moisture
content and load. Those volume changes were associated with low swell potential with initial
increases in moisture content, and/or a tendency to hydro -compact (collapse) with an increase in
water and consolidate with increases in moisture content and load.
The stratification boundaries indicated on the boring logs represent the approximate locations of
changes in soil types. In -situ, the transition of materials may be gradual and indistinct.
Groundwater Observations
Observations were made while drilling and after completion of the backhoe test pit excavations to
detect the presence and depth to hydrostatic groundwater. At the time of exploration, no free water
was encountered in the test pits extending to depths of approximately 10 feet below the ground
surface.
Fluctuations in groundwater levels can occur over time depending on variations in hydrologic
conditions and other conditions not apparent at the time of this report. Long-term monitoring of
water levels in cased wells, sealed from the influence of surface water, would be required to
evaluate the depth and fluctuations in groundwater levels at the site.
ANALYSIS AND RECOMMENDATIONS
Swell — Consolidation Test Results
The swell -consolidation test is performed to evaluate the swell or collapse potential of soils to assist
in determining foundation, floor slab and pavement design criteria. In this test, relatively undisturbed
samples obtained directly from the California sampler, or in the case from the hand driven thin walled
brass sleeves, are placed in a laboratory apparatus and inundated with water under a predetermined
load. The swell -index is the resulting amount of swell or collapse after the inundation period
expressed as a percent of the sample's preload/initial thickness. After the inundation period,
additional incremental loads are applied to evaluate the swell pressure and/or consolidation.
For this assessment, we conducted fifteen (15) swell -consolidation tests on relatively
undisturbed/intact soil samples obtained at various intervals/depths on the site. The swell index
Earth Engineering Consultants, LLC
EEC Project No. 1222025
March 28, 2022
Page 5
values for the in -situ soil samples analyzed revealed low swell characteristics and low to moderate
collapse potential as indicated on the attached swell test summaries. The (+) test results indicate
the soil materials swell potential characteristics while the (-) test results indicate the soils materials
collapse/(tendency to hydro -compact) characteristics when inundated with water. The following
table summarizes the swell -consolidation laboratory test results for samples obtained during our
limited field explorations for the subject site.
Table I — Laboratory Swell -Consolidation Test Results
No of
Samples
Tested
Pre -Load /
Inundation
Pressure,
PSF
Description of Material
In -Situ Characteristics
Range of Swell — Index
Test Results
Range of Moisture
Contents, %
Range of Dry Densities,
PCF
Low End,
I .
High
End, %
Low End,
PCF
High End,
PCF
Low End
(+1-) %
I .
(+/-)
%
High
End,
3
V
150
Lean Clay (CL)
10.5
17
92.3
V
98.4
(-)
0.3
(+)
0.8
6
500
Lean Clay (CL)
14.3
27.1
83.9
106.3
(-)
1.3
(+)
0.1
6
1000
Lean Clay (CL)
12.9
35.9
73.4
115.9
(-)
2.1
(-)
0.3
Colorado Association of Geotechnical Engineers (CAGE) uses the following information to provide
uniformity in terminology between geotechnical engineers to provide a relative correlation of slab
performance risk to measured swell. "The representative percent swell/consolidation values are not
necessarily measured values; rather, they are a judgment of the swell/consolidation of the soil and/or
bedrock profile likely to influence slab performance." Geotechnical engineers use this information
to also evaluate the swell potential risks for foundation performance based on the risk categories.
Table II - Recommended Representative Swell Potential Descriptions and Corresponding
Slab Performance Risk Categories
Slab Performance Risk Category
Representative
(500
Percent Swell
psf Surcharge)
Representative
(1000
Percent Swell
psf Surcharge)
Low
0to<3
0<2
Moderate
3to<5 < 5
< 4
2to<4
High
5to<8
4to<6
Very High
> 8
> 6
Based on a research publication from Jennings and Knight (1975) "A Guide to Construction on or
With Material Exhibiting Additional Settlement Due to Collapse of Grain Structure" the following
table provides information regarding collapse potential (CP) values.
Earth Engineering Consultants, LLC
EEC Project No. 1222025
March 28, 2022
Page 6
Table III — Jennings and Knight (1975) — Collapse Potential (CP) Values
Percent Volume Change
Severity of Problem
0 —1
No
Problem
1 - 5
Moderate
Problem
5 — 10
Trouble
10
- 20
Severe Trouble
> 20
Very Severe Trouble
Based on the laboratory test results, the majority of the in -situ samples analyzed for this project were
within the nil to low range of swell, however, according to Table III within the "moderate problem
risk" regarding collapse potential with the increases in moisture content and load. One of the means
and methods approach for resolving collapse potential soils is similar to that of expansive subsoils
in which an over excavation and replacement concept is implemented to further densify the
soils/ground modification. A more thorough subsurface exploration should be conducted to better
characterize the extent of the collapsible soil and the depth requirement for an over excavation and
replacement concept.
Moisture and Density Characteristics
EEC performed a standard Proctor density ASTM Specification D698 test on a composite sample
of the overburden materials, obtained from Test Pit No. 2 at approximately 1 to 5 feet below site
grades, with results as indicated below.
Table IV - Summary of Laboratory Compaction Characteristics and Classification of Soils
Sample
ID
Optimum
Maximum
Atterberg Limits and Soil Classification
Moisture
Content,
%
Dry Density,
PCF
Liquid
Limit
Plasticity
Index
% (-) No.
200 Sieve
Soil Description
18.0
106.0
37
18
85.7
Lean Clay
(CL)
TP-2 @ 1— 5'
The in -situ moisture contents of the various hand driven liner sleeve samples ranged from
approximately 10.5% to as high as 35.9%; while the in -place dry density test results ranged from
as low as 73.4 pcf to as high as 115.9 pcf. Typical project specification would require an over
excavation and replacement of the collapsible prone to within (+/-) 2% of the materials Optimum
moisture content and compacted to at least 95% of the material's maximum dry density. Overall,
the overburden subsoils appeared relatively consistent with regards to soil classification, yet the
in -situ moisture contents and dry density values varied significantly. The collapse potential
Earth Engineering Consultants, LLC
EEC Project No. 1222025
March 28, 2022
Page 7
characteristics of the overburden subsoils can also be attributed to the relatively low dry density
values.
Conclusions
The subsurface overburden soils to a depth of 10 feet below site grades encountered in the backhoe
test pits generally consisted of moist, calcareous clay with relatively low dry densities. Those soils
generally are characteristic of "Loess" a windblown deposited sediment of fine grain soil, loosely
cemented by calcium carbonate. Loess is characteristically loosely deposited and highly porous;
thus, the rationale of the tendency to collapse/hydro-compact.
According to the Colorado Geologic Society (CGS) this site is identified as exhibiting potential
for collapsible soils due to the presence of Eolian (wind-blown) deposits. Please refer to the
enclosed CGS map "ON -006-04 Collapsible Soils of Colorado" of identified collapsible soils in
Colorado. We obtained the Google Earth coordinates of the site and have plotted the coordinates
on the CGS map included herein which identifies the site as having windblown deposit which are
susceptible to exhibiting collapse potential characteristics. Recommendations for an over
excavation and replacement concept to address the collapsible subsoils would be provided after
completion of more thorough subsurface exploration across the site.
GENERAL COMMENTS
The analysis and conclusions presented in this preliminary/limited report are based upon the data
obtained from three (3) backhoe test pits and random samples collected at the indicated locations
and from any other information discussed in this report. This limited report does not reflect any
variations, which may occur between backhoe test pits and/or supplemental borings or across the
site. The nature and extent of such variations may not become evident until construction. If
variations appear evident, it will be necessary to re-evaluate the conclusions of this report.
It is recommended that a more thorough subsurface exploration be performed on the site and that
geotechnical engineer should be retained to review the plans and specifications, so comments can
be made regarding the interpretation and implementation of the supplemental geotechnical
recommendations in the design and specifications. It is further recommended that a geotechnical
Earth Engineering Consultants, LLC
EEC Project No. 1222025
March 28, 2022
Page 8
engineer be retained for testing and observations during earthwork phases to help determine that
the design requirements are fulfilled.
This limited report has been prepared for the exclusive use of Ridgetop Engineering, and/or
assignee, for specific application to the project discussed and has been prepared in accordance with
generally accepted geotechnical engineering practices. No warranty, express or implied, is made.
In the event that any changes in the nature, design, or location of the project as outlined in this
report are planned, the conclusions contained in this report shall not be considered valid unless the
changes are reviewed, and the conclusions of this report are modified or verified in writing by the
geotechnical engineer.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning the enclosed report, or if we can be of further service to you in any other way, please
do not hesitate to contact us.
Very truly yours,
Earth Engineering Consultants, LLC Reviewed b
alL irithezacvnw
Ali Khorasani
Project Engineer
David A. Richer, P.E.
Senior Geotechnical Engineer
DRIL
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Fl XP
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ON
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted
ST: Thin -Walled Tube - 2" O.D., unless otherwise noted
R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted
PA: Power Auger
HA: Hand Auger
DB: Diamond Bit = 4", N, B
AS: Auger Sample
HS: Hollow Stem Auger
PS: Piston Sample
WS: Wash Sample
FT: Fish Tail Bit
RB: Rock Bit
BS: Bulk Sample
PM: Pressure Meter
WB: Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch O.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level
WCI: Wet Cave in
DCI: Dry Cave in
AB : After Boring
WS : While Sampling
WD : While Drilling
BCR: Before Casing Removal
ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated
levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a
#200 sieve; they are described as: boulders, cobbles, gravel or
sand. Fine Grained Soils have less than 50% of their dry weight
retained on a #200 sieve; they are described as : clays, if they
are plastic, and silts if they are slightly plastic or non -plastic.
Major constituents may be added as modifiers and minor
constituents may be added according to the relative
proportions based on grain size. In addition to gradation,
coarse grained soils are defined on the basis of their relative in -
place density and fine grained soils on the basis of their
consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf Consistency
< 500
500 - 1,000
1,001 - 2,000
2,001 - 4,000
4,001 - 8,000
8,001 - 16,000
Very Soft
Soft
Medium
Stiff
Very Stiff
Very Hard
RELATIVE DENSITY OF COARSE -GRAINED SOILS:
N-Blows/ft
0-3
4-9
10-29
30-49
50-80
80 +
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight Slight decomposition of parent material on
joints. May be color change.
Moderate Some decomposition and color change
throughout.
High Rock highly decomposed, may be extremely
broken.
HARDNESS AND DEGREE OF CEMENTATION:
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot be
scratched with fingernail.
Moderately Can be scratched with fingernail.
Hard
Soft Can be easily dented but not molded with
fingers.
Sandstone and Conglomerate:
Well
Cemented
Capable of scratching a knife blade.
Cemented Can be scratched with knife.
Poorly
Cemented
Can be broken apart easily with fingers.
Earth Engineering Consultants, LLC
UNTIE
C
JASSE
CA HON
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests
Soil Classification
Group
Symbol
Group Name
Coarse - Grained Soils
more than 50%
retained on No. 200
sieve
Gravels more than
50% of coarse
fraction retained on
No. 4 sieve
Clean Gravels Less Cu≥4 and 1<Cc≤3E
than 5% fines
GW Well -graded gravel F
Cu<4 and/or 1>Cc>3E
GP Poorly -graded gravel F
Gravels with Fines
more than 12%
fines
Fines classify as ML or MH
GM Silty gravel o"
Fines Classify as CL or CH
GC Clayey Gravel F'G'"
Sands 50% or more
coarse fraction
passes No. 4 sieve
Clean Sands Less
than 5% fines
Cu≥6 and 1<Cc≤3E
SW Well -graded sand
Cu<6 and/or 1>Cc>3E
SP Poorly -graded sand
Sands with Fines
more than 12%
fines
Fines classify as ML or MH
SM Silty sand G'"'i
Fines classify as CL or CH
SC Clayey sand
Fine -Grained Soils
50% or more passes
the No. 200 sieve
Silts and Clays
Liquid Limit less
than 50
inorganic
PI>7 and plots on or above "A" Line
CL Lean clay K'L'M
PI<4 or plots below "A" Line
ML Silt K,L,M
organic
Liquid Limit - oven dried
Liquid Limit - not dried
<0.75 OL
Organic clay K'L'M'"
Organic silt K'L'M'°
Silts and Clays
Liquid Limit 50 or
more
inorganic
PI plots on or above "A" Line
CH Fat clay K'L'M
PI plots below "A" Line
MH Elastic Silt K'L'M
organic
Liquid Limit - oven dried
Liquid Limit - not dried
<0.75 OH
Organic clay K'L'M'F
Organic silt K'L'M'°
Highly organic soils
Primarily organic matter, dark in color, and organic odor PT Peat
ABased on the material passing the 3 -in. (75 -mm)
sieve
Blf field sample contained cobbles or boulders, or
both, add "with cobbles or boulders, or both" to
group name.
cGravels with 5 to 12% fines required dual symbols:
GW-GM well graded gravel with silt
GW-GC well -graded gravel with clay
GP -GM poorly -graded gravel with silt
GP -GC poorly -graded gravel with clay
°Sands with 5 to 12% fines require dual symbols:
SW-SM well -graded sand with silt
SW -SC well -graded sand with day
SP-SM poorly graded sand with silt
SP -SC poorly graded sand with clay
60
50
E 40
30
u
H
20
10
0
ECu=D60/D�o Cc= (D30)2
D10 X D60
Flf soil contains ≥15% sand, add "with sand" to
GIf fines classify as CL -ML, use dual symbol GC -
CM, or SC-SM.
"If fines are organic, add "with organic fines" to
group name
'If soil contains >15% gravel, add "with gravel" to
group name
If Atterberg limits plots shaded area, soil is a CL -
ML, Silty clay
Kif soil contains 15 to 29% plus No. 200, add "with sand"
or "with gravel", whichever is predominant.
LIf soil contains ≥ 30% plus No. 200 predominantly sand,
add "sandy" to group name.
"'If soil contains ≥30% plus No. 200 predominantly gravel
add "gravelly" to group name.
NPI≥4 and plots on or above "A" line.
°PI≤4 or plots below "A" line.
PPI plots on or above "A" line.
°Pl plots below "A" line.
For Classification of fine-grained soils and
fine-grained fraction of coarse -grained
-
soils.
Equation of "A" -line
Horizontal P1=4 to LL=25.5
e
,.J ,'
,
,.\>(\
at
then PI -0.73 (LL -20)
Equation of U" -line
Vertical at LL=16 to PI -7,
�, '
'
,
then P1=0.9 (LL -8)
/�
/
1
' &
O2
MH
OR
OH
'
ML OR OL
CL -ML
I
0 10 20 30 40 50 60 70
LIQUID LIMIT (LL)
80
90
100
110
Earth Engineering Consultants, LLC
75 -ACRES IN ERIE - COLLAPSIBLE SOIL EVALUATION
ERIE, COLORADO
EEC PROJECT No. 1222025
MARCH 2022
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Boring Location Diagram
75 Acres in Erie - Collapsible Soil Evaluation
Erie, Colorado
EEC Project #: 1222025 Date: March 2022
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CoItap sabie_Soils withMeeker
EG-14 Collapsble soil case histories
•
Colorado highways
CGS Douglas County collapsible soils
OFR-09-01 Collapsible Soil Hazard Montrose
Geohazards
Rangely area collapsible soil suscept bility
Core: area collaps bie soil susceptibility
MS -34 Roaring Fork River Corridor collapsible soil
MS -47 Collapsible so;Ns Rifle area
EG-14 Eolian (wind-blown) deposits
EG-14 Dune and sheet sand deposits
EG-14 Cretaceous and Tertiary Formations
EG-14 Evaporate Formations
ON -006-04 Collapsible Soils of Colorado — The CGS published both a regional susceptibility map and state-wide
report on susceptibility of collapsible soils in Colorado in 2002.
ERIE
COLLAPSIBLE
ERIE,
SOIL
EVALUATION
COLORADO
PROJECT NO: 1222025
LOG OF BORING TP-1
DATE: MARCH 2022
RIG TYPE: Backhoe Machine
SHEET 1 OF 1
WATER DEPTH
FOREMAN: DG
START DATE
3/15/2022
WHILE DRILLING
None
AUGER TYPE: None
FINISH DATE
3/15/2022
AFTER DRILLING
N/A
SPT HAMMER: None
SURFACE ELEV
N/A
24 HOUR
N/A
SOIL DESCRIPTION
D
N
QU
MC
DD
A -LIMITS
-200
SWELL
TYPE
(FEET)BLOWS/FT
(PSF)
(%)
(PCF)
LL
PI
r/o)
PRESSURE
% @ LOAD
TOPSOIL AND VEGETATION
1
2
LEAN CLAY (CL)
_ _
°A.@ 150 PSF
brown
CS
3
1500
17.0
98.4
300 PSF
0.4%
4
@ 500 PSF
CS
5
500
23.5
97.9
37
20
91.3
None
-0.4%
6
@ 500 PSF
CS
7
500
27.1
95.5
None
-0.4%
8
%@ 1000 PSF
CS
9
23.9
99.6
None
-2.1%
10
%@ 1000 PSF
CS
11
29.4
84.1
35
20
74.4
None
-2.0%
BOTTOM OF BORING DEPTH 11'
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Earth Engineering Consultants, LLC
ERIE
COLLAPSIBLE
ERIE,
COLORADO
SOIL
EVALUATION
PROJECT NO: 1222025
LOG OF BORING TP-2
DATE: MARCH 2022
RIG TYPE: Backhoe Machine
SHEET I OF I
WATER DEPTH
FOREMAN: DG
START DATE
3/15/2022
WHILE DRILLING
None
AUGER TYPE: None
FINISH DATE
3/15/2022
AFTER DRILLING
N/A
SPT HAMMER: None
SURFACE ELEV
N/A
24 HOUR
N/A
SOIL DESCRIPTION
D
N
QU
MC
DD
A -LIMITS
-200
SWELL
TYPE
(FEET)BLOWS/FT
(PSF)
(%)
(PCF)
LL
PI
r/o)
PRESSURE
% @ LOAD
TOPSOIL AND VEGETATION
1
2
LEAN CLAY (CL)
_ _
°A.@ 150 PSF
brown
CS
3
2000
10.5
92.3
35
18
91.9
400 PSF
0.8%
4
@ 500 PSF
CS
5
1000
16.2
91.9
None
-1.3%
6
@ 500 PSF
sand lense
CS
7
1000
26.3
83.9
40
26
74.1
None
-0.5%
8
% @ 1000 PSF
CS
9
6000
12.9
115.9
None
-0.3%
10
%@1000PSF
CS
11
2500
14.3
106.2
None
-0.9%
BOTTOM OF BORING DEPTH 11'
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Earth Engineering Consultants, LLC
ERIE
COLLAPSIBLE
ERIE,
SOIL
EVALUATION
COLORADO
PROJECT NO: 1222025
LOG OF BORING TP-3
DATE: MARCH 2022
RIG TYPE: Backhoe Machine
SHEET 1 OF 1
WATER DEPTH
FOREMAN: DG
START DATE
3/15/2022
WHILE DRILLING
None
FINISH DATE
3/15/2022
AFTER DRILLING
N/A
AUGER TYPE: None
SPT HAMMER: None
SURFACE ELEV
N/A
24 HOUR
N/A
SOIL DESCRIPTION
D
N
QU
MC
DD
A -LIMITS
-200
SWELL
TYPE
(FEET)
:BLOWS/FT
(PSF)
(%)
(PCF)
LL
PI
(%)
PRESSURE
% @ LOAD
TOPSOIL AND VEGETATION
1
2
LEAN CLAY (CL)
_ _
°A.@ 150 PSF
brown
CS
3
2500
12.4
98.2
None
-0.3%
4
% @ 500 PSF
CS
5
2000
19.0
101.6
37
21
86.1
600 PSF
0.1%
6
% @ 500 PSF
CS
7
1500
18.8
106.3
500 PSF
0.0%
8
%@ 1000 PSF
CS
9
1500
29.9
89.7
37
15
90.2
None
-0.3%
10
%@ 1000 PSF
CS
11
2000
35.9
73.4
None
-1.1%
BOTTOM OF BORING DEPTH 11'
12
13
14
15
16
17
18
19
20
21
22
23
24
25
art h Engineering Consultants,
EARTH ENGINEERING CONSULTANTS, LLC
SUMMARY OF LABORATORY CLASSIFICATION/MOISTURE-DENSITY
RELATIONSHIP
Dry Density (Pounds per Cubic Foot)
145
140
135
130
125
120
115
110
105
100
95
90
25
30
Material Designation: A
Sample Location: TP #2, Upper 5'
Description: Brown Lean (CL)
Atterberq Limits (ASTM D-4318)
Liquid Limit: 37
Plastic Limit: 19
Plasticity Index: 18
Passing No. 200 Sieve (AASHTO T 11/ASTM C 117): 85.7%
Standard Proctor (ASTM D-698)
Maximum Dry Density: 106.0 pcf
Optimum Moisture Content: 18.0%
0 5 10 15 20
Percent Moisture
Curves for 100% Saturation
For Specific Gravity Equal to:
2.80
2.70
2.60
35
Project: 75 -Acres in Erie - Collapsible Soil Evaluation
Erie, Colorado
Project No: 1222025
Date March 2022
EARTH ENGINEERING CONSULTANTS, LLC
SUMMARY OF LABORATORY CLASSIFICATION / MOISTURE -DENSITY RELATIONSHIP
Percent Finer by Weight
100%
90%
80%
70%
60%-
50%
40%
30%
20%
10%
0%
100
10
1
0.1 0.01 0.001
Grain Size in Millimeters
Sieve Size
Percent Passing
No. 4
100%
No. 10
100%
No. 40
98%
No. 200
85.7%
Material Designation: A
Sample Location: TP #2, Upper 5'
Material Description: Brown Lean (CL)
Project: 75 -Acres in Erie - Collapsible Soil Evaluation
Erie, Colorado
Project No: 1222025
Date March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 1,
Sample
1,
Depth
2'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
17.0%
Dry
Density:
98.4
pcf
Ending
Moisture:
26.1%
Swell
Pressure: 300
psf
% Swell
@ 150:
0.4%
10.0
8.0
6.0
4.0
CO
2.0
0.0
t
?
o
2
-2.0 -
Water
Added
4
a)
v
L
a
0
T
ca
-4.0
ID
O
O C
U
-10.0
-6.0
-8.0
0.01
1
0.1
Load (TSF)
i
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 1,
Sample
2,
Depth
4'
Liquid
Limit:
37
Plasticity
Index:
20
%
Passing #200: 91.3%
Beginning
Moisture:
23.5%
Dry
Density:
97.9
pcf
Ending
Moisture:
25.0%
Swell
Pressure:
None
psf
% Collapse
@ 500
psf
-0.4%
10.0
8.0 --
6.0
4.0
co
2.0
C
0
E
0
O
-2.0 -
4
v
L
0
0.
0
T
ca
WaterAdded
-4M
ID
O
0
g
U
-10.0
-6.0
-8.0 -
0.01
1
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 1,
Sample
3,
Depth
6'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
27.1%
Dry
Density:
95.5
pcf
Ending
Moisture:
26.9%
Swell
Pressure:
None
psf
% Collapse
@ 500
psf
-0.4%
10.0
8.0
6.0
4.0
CO
2.0
0.0
C
0
E
0
O
2
-2.0 -
Water
Added
v
L
a)
0.
0
T
ca
-4.0
ID
O
co
OC
U
-10.0
-6.0
-8.0
0.01
1
0.1
Load (TSF)
i
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 1,
Sample
4,
Depth
8'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
23.9%
Dry
Density:
99.6
pcf
Ending
Moisture:
24.0%
Swell
Pressure:
None
psf
% Collapse
@ 1000
psf
-2.1%
10.0
8.0 --
6.0
4.0
CO
2.0
0.0 -
t
a)
o
O
2
-2.0 -
4
a)
v
L
a)
0.
c
0
T
ca
Water
'
Added
-4.0
--
ID
O
co
00'
U
-10.0
-6.0
-8.0 -
0.01
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 1,
Sample
5,
Depth
10'
Liquid
Limit:
35
Plasticity
Index:
20
%
Passing #200:
74.4%
Beginning
Moisture:
29.4%
Dry
Density:
84.1
pcf
Ending
Moisture:
21.3%
Swell
Pressure:
None
psf
% Collapse
@ 1000
psf
-2.0%
4.0
2.0
0.0 -
CO
-2.0 -
sg
-4.0
I
>
Water Added
O
2
a)
2
-
-6.0
a)
Et
-8.0 -,
C
0
T
ca
2
° -10.0
-.
C
0
U
-12.0
-14.0
0.01
0.1 1
10
Load (TSF)
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 2, Sample
1,
Depth
2'
Liquid
Limit:
35
Plasticity
Index:
18
%
Passing #200: 91.9%
Beginning
Moisture:
10.5%
Dry
Density:
92.3
pcf
Ending
Moisture:
25.0%
Swell
Pressure: 400
psf
% Swell
@ 150:
0.8%
10.0
8.0 --
6.0
4.0
CO
2.0
0.0 -
t
?
o
O
2
-2.0 -
Water
Added
C/1
a)
v
CD
a
0
T
ca
-4.0
--
ID
O
co
OO'
U
-10.0
-6.0
-8.0 -
0.01
1
0.1
Load (TSF)
i
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 2, Sample
2,
Depth
4'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
16.2%
Dry
Density:
91.9
pcf
Ending
Moisture:
25.5%
Swell
Pressure:
None
psf
% Collapse
@ 500
psf
-1.3%
10.0
8.0 --
6.0
4.0
CO
2.0
0.0
C
E
0
O
2
-2.0 -
Water
Added
4
a)
v
L
as
a
c
0
T
ca
-4.0
ID
O
g
0
U
-10.0
-6.0
-8.0 -
0.01
0.1
Load (TSF)
1 10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
with
Sand (CL)
Sample
Location:
Boring 2, Sample
3,
Depth
6'
Liquid
Limit:
40
Plasticity
Index:
16
%
Passing #200: 74.1%
Beginning
Moisture:
26.3%
Dry
Density:
83.9
pcf
Ending
Moisture:
34.2%
Swell
Pressure:
None
psf
% Collapse
@ 500
psf
-0.5%
10.0
8.0
6.0
4.0
Co
2.0
0.0
t
?
o
O
2
-2.0 -
Water
Added
4
a)
v
L
as
0.
0
T
ca
-4.0
ID
O
O C
U
-10.0
-6.0
-8.0
0.01
1
0.1
Load (TSF)
i
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 2, Sample
4,
Depth
8'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
12.9%
Dry
Density:
115.9
pcf
Ending
Moisture:
16.2%
Swell
Pressure:
None
psf
% Collapse
@ 1000
psf
-0.3%
10.0
8.0
6.0
4.0
m
CO
2.0
0.0
c
E
�
�0
-4.0
Water Added
u
d
c
0
co
-6.0
o
U
-10.0
-8.0
0.01
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 2, Sample
5,
Depth
10'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
14.3%
Dry
Density:
106.2
pcf
Ending
Moisture:
18.2%
Swell
Pressure:
None
psf
% Collapse
@ 1000
psf
-0.9%
10.0
8.0
6.0
4.0
c5
Co
2.0
0.0
t
?
o
O
2
-2.0 -
Water Added
4
a)
v
L
0
0.
c
0
T
ca
-4.0
--
ID
O
co
00'
U
-10.0
-6.0
-8.0
0.01
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 3, Sample
1,
Depth
2'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
12.4%
Dry
Density:
98.2
pcf
Ending
Moisture:
22.9%
Swell
Pressure:
None
psf
% Collapse
@ 150
psf
-0.3%
10.0
8.0 --
6.0
4.0
CO
2.0
0.0 -
t
?
o
O
2
-2.0 -
Water
Added
a)
L
a
0
T
ca
-4.0
--
ID
O
co
OO'
U
-10.0
-6.0
-8.0 -
0.01
0.1
Load (TSF)
i
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 3, Sample
2,
Depth
4'
Liquid
Limit:
37
Plasticity
Index:
21
%
Passing #200: 86.1%
Beginning
Moisture:
19.0%
Dry
Density:
101.6
pcf
Ending
Moisture:
23.9%
Swell
Pressure: 600
psf
% Swell
@ 500: 0.1%
10.0
8.0
6.0
4.0
CO
2.0
0.0
C
E
O
2
-2.0 -
Water Added
a)
v
L
as
a
c
0
T
ca
-4.0
ID
O
co
o
0
U
-10.0
-6.0
-8.0
0.01
1
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 3, Sample
3,
Depth
6'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
18.8%
Dry
Density:
106.3
pcf
Ending
Moisture:
23.5%
Swell
Pressure:
None
psf
% Swell
@ 500:
None
10.0
8.0
6.0
4.0
CO
2.0
0.0
C
E
O
2
-2.0 -
Water Added
a)
L
as
a
c
0
T
ca
-4.0
ID
O
co
OC
U
-10.0
-6.0
-8.0
0.01
1
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 3, Sample
4,
Depth
8'
Liquid
Limit:
37
Plasticity
Index:
15
%
Passing #200: 90.2%
Beginning
Moisture:
29.9%
Dry
Density:
89.7
pcf
Ending
Moisture:
30.3%
Swell
Pressure:
None
psf
% Collapse
@ 1000
psf
-0.3%
10.0
8.0
6.0
4.0
CO
2.0
0.0 -
-
C
0
E
O
2
-2.0 -
Water
Added
L
a)
a
0
T
ca
-4.0
ID
O
co
OC
U
-10.0
-6.0
-8.0
0.01
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
SWELL / CONSOLIDATION TEST RESULTS
Material
Description:
Brown
Lean Clay
(CL)
Sample
Location:
Boring 3, Sample
5,
Depth
10'
Liquid
Limit:
- -
Plasticity
Index:
- -
%
Passing #200: - -
Beginning
Moisture:
35.9%
Dry
Density:
73.4
pcf
Ending
Moisture:
41.6%
Swell
Pressure:
None
psf
% Collapse
@ 1000
psf
-1.1%
10.0
8.0 --
6.0
4.0
CO
2.0
0.0
t
?
o
O
2
-2.0 -
Water Added
a)
v
L
as
0
c
0
T
ca
-4.0
--
ID
O
co
OO'
U
-10.0
-6.0
-8.0
0.01
0.1
Load (TSF)
1
10
Project:
Location:
Project #:
Date:
Erie Collapsible Soil Evaluation
Erie, Colorado
1222025
March 2022
TRANSPORTATION
CONSULTANTS, INC.
November 8, 2022
Mr. Nate Hewson
R&N Properties, LLC
14101 E. 33rd Place, Suite F
Aurora, CO 80011
Dear Mr. Hewson:
LSC TRANSPORTATION CONSULTANTS, INC.
1889 York Street
Denver, CO 80206
(303) 333-1105
FAX (303) 333-1107
E-mail: lsc@lscdenver.com
Re: Erie Industrial
Traffic Impact Analysis
Weld County, CO
LSC #220930
In response to your request, LSC Transportation Consultants, Inc. has prepared this traffic im-
pact analysis for the proposed Erie Industrial development. As shown on Figure 1, the site is
located south of Erie Parkway, north of County Road 6, and west of the W. 1-25 Frontage Road
in Weld County, Colorado.
REPORT CONTENTS
The report contains the following: the existing roadway and traffic conditions in the vicinity of
the site including the lane geometries, traffic controls, posted speed limits, etc.; the existing
weekday peak -hour traffic volumes; the existing daily traffic volumes in the area; the typical
weekday site -generated traffic volume projections for the site; the assignment of the projected
traffic volumes to the area roadways; the projected short-term and long-term background and
resulting total traffic volumes on the area roadways; the site's projected traffic impacts; and any
recommended roadway improvements to mitigate the site's traffic impacts.
LAND USE AND ACCESS
The site is proposed to include about 189,000 square feet of light industrial use and about
21,000 square feet of office space. Full movement access is proposed from the W.1-25 Frontage
Road as shown in the conceptual site plan in Figure 2.
ROADWAY AND TRAFFIC CONDITIONS
Area Roadways
The major roadways in the site's vicinity are shown on Figure 1 and are described below.
Mr. Nate Hewson
Page 2 November 8, 2022
Erie Industrial
• Erie Parkway is an east -west, four -lane principal arterial roadway north of the site. The
intersection with W. I-25 Frontage Road is stop -sign controlled with auxiliary turn lanes
and the intersections with the I-25 On- and Off -Ramps are signalized with auxiliary turn
lanes. The posted speed limit in the vicinity of the site is 45 mph but transitions to 35 mph
just to the east through the interchange. The Roadway Plan in the 2018 Town of Erie
Master Transportation Plan shows Erie Parkway as a four -lane principal arterial. Erie Park-
way is maintained by the Town of Erie.
• W. I-25 Frontage Road is a north -south, two-lane frontage road east of the site. The inter-
section with Erie Parkway is stop -sign controlled. No speed limit is posted in the vicinity
of the site. The frontage road is maintained by CDOT.
Existing Traffic Conditions
Figure 3 shows the existing traffic volumes, lane geometries, and traffic controls in the site's
vicinity on a typical weekday. The weekday peak -hour traffic volumes and daily traffic counts
are from the attached traffic counts conducted by Counter Measures in October, 2022. The vo-
lumes were balanced to be consistent with the highest intersection volume count.
2027 and 2042 Background Traffic
Figure 4 shows the estimated 2027 background traffic, lane geometries and traffic controls
which assumes an annual growth rate of three percent.
Figure 5 shows the estimated 2042 background traffic, lane geometries and traffic controls
which assumes an annual growth rate of three percent.
Existing, 2027, and 2042 Background Levels of Service
Level of service (LOS) is a quantitative measure of the level of congestion or delay at an inter-
section. Level of service is indicated on a scale from "A" to "F." LOS A is indicative of little
congestion or delay and LOS F is indicative of a high level of congestion or delay. Attached are
specific level of service definitions for signalized and unsignalized intersections.
The intersections in Figures 3 through 5 were analyzed as appropriate to determine the exis-
ting, 2 02 7, and 2042 background levels of service using Synchro. Table 1 shows the level of
service analysis results. The level of service reports are attached.
1. Erie Parkway/W. I_25 Frontage Road: All movements at this unsignalized intersection
currently operate at LOS "B" or better during both morning and afternoon peak -hours and
are expected to do so through 2027. By 2042, all movements are expected to operate at
LOS "C" or better.
2. Erie Parkway/I-25 SB Off -Ramp: This signalized intersection currently operates at an
overall LOS "B" during the morning peak -hour and LOS "A" during the afternoon peak -
hours and is expected to do so through 2027. By 2042 both peak -hours are expected to
operate at LOS "B".
Mr. Nate Hewson
Page 3 November 8, 2022
Erie Industrial
3. Erie Parkway/I-25 NB Off -Ramp: This signalized intersection currently operates at an
overall LOS "B" during both morning and afternoon peak -hours and is expected to do so
through 2027. By 2042 both peak -hours are expected to operate at LOS "C".
4. W.1-25 Frontage Road/Storage Access: All movements at this stop -sign controlled inter-
section currently operate at LOS "A" during both morning and afternoon peak -hours and
are expected to do so through 2042.
5. W. I-25 Frontage Road/Site Access: This intersection was analyzed only in the total
traffic scenarios.
TRIP GENERATION
Table 2 shows the estimated average weekday, morning peak -hour, and afternoon peak -hour
trip generation for the proposed site based on the rates from Trip Generation, 11th Edition, 2021
by the Institute of Transportation Engineers (ITE) for the proposed land use.
The proposed land use is projected to generate about 1,148 vehicle -trips on the average week-
day, with about half entering and half exiting during a 24 -hour period. During the morning
peak -hour, which generally occurs for one hour between 6:30 and 8:30 a.m., about 151 vehic-
les would enter and about 21 vehicles would exit the site. During the afternoon peak -hour,
which generally occurs for one hour between 4:00 and 6:00 p.m., about 22 vehicles would enter
and about 131 vehicles would exit.
TRIP DISTRIBUTION
Figure 6 shows the estimated directional distribution of the site -generated traffic volumes on
the area roadways. The estimates were based on the location of the site with respect to the
regional population, employment, and activity centers; and the site's proposed land use.
TRIP ASSIGNMENT
Figure 7 shows the estimated assignment of site -generated traffic volumes based on the direc-
tional distribution (from Figure 6) and the trip generation estimate in Table 2.
2027 AND 2042 TOTAL TRAFFIC
Figure 8 shows the estimated 2027 total traffic which is the sum of the 2027 background traffic
volumes (from Figure 4) and the site -generated traffic volumes (from Figure 7). Figure 8 also
shows the recommended 2027 lane geometry and traffic control. Turn lanes are not recommen-
ded at the Frontage Road/Site Access intersection due to very low through volumes but a few
existing turn lanes on Erie Parkway should be lengthened.
Figure 9 shows the estimated 2042 total traffic which is the sum of 2042 background traffic
volumes (from Figure 5) and the site -generated traffic volumes (from Figure 7). Figure 9 also
shows the recommended 2042 lane geometry and traffic control.
Mr. Nate Hewson
PROJECTED LEVELS OF SERVICE
Page 4 November 8, 2022
Erie Industrial
The intersections in Figures 8 and 9 were analyzed to determine the 2027 and 2042 total levels
of service. Table 1 shows the level of service analysis results. The level of service reports are
attached.
1. Erie Parkway/W. I-25 Frontage Road: All movements at this unsignalized intersection
are expected to operate at LOS "D" or better during both morning and afternoon peak -
hours through 2 042 .
2. Erie Parkway/I-25 SB Off -Ramp: This signalized intersection is expected to operate at
an overall LOS "B" during both morning and afternoon peak -hours through 2 042 .
3. Erie Parkway/I-25 NB Off -Ramp: This signalized intersection is expected to operate at
an overall LOS "C" or better during both morning and afternoon peak -hours through 2042.
4. W.1-25 Frontage Road/ Storage Access: All movements at this unsignalized intersection
are expected to operate at LOS "A" during both morning and afternoon peak -hours
through 2042.
5. W. I-25 Frontage Road/ Site Access: All movements at this unsignalized intersection are
expected to operate at LOS "A" during both morning and afternoon peak -hours through
2042.
CONCLUSIONS AND RECOMMENDATIONS
Trip Generation
1. The site is projected to generate about 1,148 vehicle -trips on the average weekday, with
about half entering and half exiting during a 24 -hour period. During the morning peak -
hour, about 151 vehicles would enter and about 21 vehicles would exit the site. During
the afternoon peak -hour, about 22 vehicles would enter and about 131 vehicles would exit.
Projected Levels of Service
2. The signalized intersections analyzed are expected to operate at an overall LOS "C" or
better during both morning and afternoon peak -hours through 2042.
3. All movements at the unsignalized intersections analyzed are expected to operate at LOS
"D" or better during both morning and afternoon peak -hours through 2042.
Conclusions
4. The impact of the Erie Industrial development site can be accommodated by the existing
and proposed roadway network with the recommended improvements. Turn lanes are not
recommended at the Frontage Road/Site Access intersection due to very low through
volumes but a few existing turn lanes on Erie Parkway should be lengthened.
CSM/wc
Mr. Nate Hewson
Recommended Improvements
Page 5 November 8, 2022
Erie Industrial
5. The recommended improvements are shown in Figures 8 and 9. The existing eastbound
right -turn lane and westbound left -turn lane on Erie Parkway approaching the W. 1-25
Frontage Road should be lengthened per the details in Figures 8 and 9.
* * * * *
We trust our findings will assist you in gaining approval of the proposed Erie Industrial deve-
lopment. Please contact me if you have any questions or need further assistance.
Sincerely,
LSC TRANSPORT,,. ® N. CONSULTANTS INC.
I ; r
I
By ,�`� / ; ^ '''
10
uC_
-
.{♦;��
7 ' Y
i I
Cf opher S. McGranahan, PE, PTOE
Pr cipal '`' ,v, - k,`:
l r
2
Enclosures: Tables 1 and 2
Figures 1 - 9
Traffic Count Reports
Level of Service Definitions
Level of Service Reports
W: \ LSC \Projects \2022 \ 220930-ErieIndustrial\ Report\ ErieIndustrial-1 10822 .wpd
Table 1
Intersection Levels of Service Analysis
Erie Industrial
Weld County, CO
LSC #220930; November, 2022
Intersection No. & Location
Traffic
Control
Existing Traffic
Level of Level of
Service Service
AM PM
2027
Background Traffic
Level of Level of
Service Service
AM PM
2027
Total Traffic
Level of Level of
Service Service
AM PM
2042
Background Traffic
Level of Level of
Service Service
AM PM
2042
Total Traffic
Level of Level of
Service Service
AM PM
1) Erie Parkway/Frontage Road
N B Approach
EB Left
WB Left
Critical Movement Delay
2) Erie Parkway/SB Off -Ramp
EB Through
EB Right
WB Left
WB Through
SB Left/Through
SB Right
Entire Intersection Delay (sec /veh)
Entire Intersection LOS
3) Erie Parkway/NB Off -Ramp
EB Left
EB Through
WB Through
WB Right
N B Left
N B Through
N B Right
Entire Intersection Delay (sec /veh)
Entire Intersection LOS
4) Frontage Road/Storage Access
N B Approach
EB Approach
Critical Movement Delay
5) Frontage Road/Site Access
N B Approach
WB Left/Through
Critical Movement Delay
TWSC
Signalized
Signalized
TWSC
TWSC
B
A
A
12.1
B
A
D
A
D
A
13.2
B
A
A
B
A
D
D
A
17.4
B
A
A
0.0
MI IS
B
A
A
11.4
A
A
C
A
D
A
8.5
A
A
A
B
A
D
D
A
16.1
B
A
A
8.6
IMI MIN
alle Wad
WIN WIN
B
A
A
12.4
B
A
D
A
D
A
13.7
B
A
A
B
A
D
D
A
18.0
B
A
A
8.5
WM INN
O M Wad
W IN NM
B
A
A
12.1
A
A
C
A
D
A
8.8
A
A
A
B
A
D
D
A
16.7
B
A
A
8.6
IM IS
MO
B
A
A
13.5
B
A
D
A
D
A
12.2
B
A
A
B
A
D
D
A
21.1
C
A
A
9.5
A
A
9.0
B
A
A
14.5
A
A
C
A
D
A
8.5
A
A
A
B
A
D
D
A
16.9
B
A
A
9.4
A
A
9.2
C
A
B
18.2
B
B
D
A
D
A
16.0
B
B
A
B
A
E
E
A
24.7
C
A
A
8.6
IMI Soli
WEN
IM Mil
C
A
B
21.5
B
A
C
A
D
A
11.1
B
A
A
B
A
E
E
A
22.3
C
A
A
8.6
IMI Soli
WIN
IM SIP
C
A
B
22.6
B
B
C
A
D
A
15.1
B
B
A
B
A
E
E
A
30.4
C
A
A
9.5
A
A
9.0
D
A
B
31.8
B
B
C
A
D
A
11.7
B
A
A
B
A
E
E
A
22.8
C
A
A
9.5
A
A
9.2
Table 2
ESTIMATED TRAFFIC GENERATION
Erie Industrial
Weld County, CO
LSC #220930; November, 2022
Trip Generation Rates (1) Total Trips Generated
Trip Generating Category
Average AM Peak -Hour PM Peak -Hour
Average AM Peak -Hour PM Peak -Hour
Quantity Weekday In Out In Out Weekday In Out In Out
CURRENTLY PROPOSED LAND USE
Light Industrial (2) 189.0 KSF (3) 4.87 0.651 0.089 0.091 0.559 920 123 17 17 106
Office (4) 21.0 KSF (3) 10.84 1.338 0.182 0.245 1.195 228 28 4 5 25
Total = 1,148 151 21 22 131
Notes:
(1) Source: Trip Generation, Institute of Transportation Engineers, 11th Edition, 2021
(2) ITE Land Use No. 110 - General Light Industrial
(3) KSF = 1,000 square feet
(4) ITE Land Use No. 710 - General Office Building
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Figure 2
Site Plan
Erie Industrial (LSC #220930)
LEGEND:
I. = Stop Sign
26 = AM Peak Hour Traffic
35 PM Peak Hour Traffic
1,000 = Average Daily Traffic
Figure 4
Year 2027 Background Traffic,
Lane Geometry and Traffic Control
LEGEND:
I. = Stop Sign
26 = AM Peak Hour Traffic
35 PM Peak Hour Traffic
1,000 = Average Daily Traffic
Figure 5
Year 2042 Background Traffic,
Lane Geometry and Traffic Control
Directional Distribution
of Site -Generated Traffic
LEGEND:
I. = Stop Sign
26 = AM Peak Hour Traffic
35 PM Peak Hour Traffic
1,000 = Average Daily Traffic
+-
Lengthen to 150 feet + 12:1 transition taper
Lengthen to 200 feet + 121 transition taper
Figure 8
Year 2027 Total Traffic,
Lane Geometry and Traffic Control
LEGEND:
I. = Stop Sign
26 = AM Peak Hour Traffic
35 PM Peak Hour Traffic
1,000 = Average Daily Traffic
+-
Lengthen to 150 feet + 12:1 transition taper
Lengthen to 200 feet + 121 transition taper
Figure 9
Year 2042 Total Traffic,
Lane Geometry and Traffic Control
N/S STREET: WI -25 FRONTAGE RD
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
Groups Printed- VEHICLES
File Name : WI25FERIEPKWY
Site Code : 00000025
Start Date : 10/19/2022
Page No : 1
NO
ACCESS
Southbound
ERIE
Westbound
PKWY
WI
-25
Northbound
FRONTAGE
RD
ERIE
Eastbound
PKWY
Start
Time
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Total
Int.
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
06:30 AM
06:45 AM
0 0 0 0
0 0 0 0
0
1
118
147
0 0
0 0
0 0 1
0 0
0
0 0
0 70
0 97
0 0
2 0
189
247
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0 0 0 0
1
265 0
0
0 0 1
0
0
167
2 0
436
07:00 AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0 0 0
1 123
1 172
0 134
1 100
3 529
0
0
0
0
0
0
0
0
0
0
2 107 0 0
1 104 0 0
0 0
1 0
1 0
0 0
2 0
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1
0
0
1
0
0
0
0
0
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o o
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0
0
0
0
114
123
127
121
485
0
0
0
0
0
0
0
0
0
0
0 120 0 0
0 119 1 0
238
298
262
222
1020
229
225
Total
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
3 211 0 0
1 99
3 105
3 113
0 115
7 432
2 126
1 121
2 116
2 104
1
0
0
0
0
0
0
0
1 0
0
0
0
0
0
0
0
0
0 0
2 0
1 0
1 0
2 0
6 0
0 0
1 0
1 0
2 0
1 0
5 0
0 0 3 0
0 0 1 0
0 0 2 0
1 0 2 0
0 239 1 0
0
0
0
0
142
151
155
153
2 0
1 0
0 0
1 0
0 601 4 0
0
0
0
0
160
160
150
117
0
0
1
0
0
0
0
0
454
248
262
274
272
1056
291
283
271
226
Total
Grand Total
Apprch %
Total %
0
0
0
0 0 0
0.0 0.0 0.0
0.0 0.0 0.0
0
0
0.0
0.0
7 467 0 0
21 1904 1 0
1.1 98.9 0.1 0.0
0.5 47.2 0.0 0.0
1 0
9
37.5
0.2
8 0
0 15
0.0 62.5
0.0 0.4
0
0.0
0.0
0 587 1 0
0 2079
0.0 99.6
0.0 51.5
8
0.4
0.2
0
0.0
0.0
1071
4037
N/S STREET: WI -25 FRONTAGE RD
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : WI25FERIEPKWY
Site Code : 00000025
Start Date : 10/19/2022
Page No : 2
NO
ACCESS
Southbound
ERIE
Westbound
PKWY
WI
-25
Northbound
FRONTAGE
RD
ERIE
Eastbound
PKWY
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 07:00 AM to 07:45 AM - Peak 1 of 1
Intersecti
on
Volume 0 0 0 0 0
07:00 AM
Percent 0.0 0.0 0.0 0.0
07:15
Volume
Peak
Factor
High Int.
Volume 0 0 0 0
Peak
Factor
0 0 0 0
0
0
3 529 0 0 532
0.6 99" 0.0 0.0
4
1 172 0 0 173
07:15 AM
1 172
0 0 173
0.76
9
2 0 1 0
66. 0.0 33. 0.0
7 3
1 0 1 0
07:15 AM
1 0
3
2
1 0 2
0.37
5
0 485 0 0 485
0.0 100 0.0 0.0
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0 123 0 0 123
07:30 AM
0 127 0 0 127
0.95
5
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0
0
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1-� 1
a
Left Peds
�-1
North
10/19/2022 7:00:00 AM
10/19/2022 7:45:00 AM
VEHICLES
4 —
Left
7
Thru Right Peds
2
0
1
0
3
3
6
Out In Total
W1-25 FRONTAGE RD
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D-
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N/S STREET: WI -25 FRONTAGE RD
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : WI25FERIEPKWY
Site Code : 00000025
Start Date : 10/19/2022
Page No : 3
NO
ACCESS
Southbound
ERIE
Westbound
PKWY
WI
-25
Northbound
FRONTAGE
RD
ERIE
Eastbound
PKWY
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 04:45 PM to 05:30 PM - Peak 1 of 1
Intersecti
on
Volume
04:45 PM
0 0
0
0
Percent 0.0 0.0 0.0 0.0
05:00
Volume
Peak
Factor
High Int.
Volume 0 0 0 0
Peak
Factor
0 0 0 0
0
0
0
5 478 0 0 483
1.0 99. 0.0 0.0
0
2 126 0 0 128
05:00 PM
2 126
0 0 128
0.94
3
2 0 7 0
2Z 0.0 77. 0.0
0 0 3 0
04:45 PM
2 0
9
3
1 0 3
0.75
0
0 623 2 0 625
0.0 99. 0.3 0.0
7
0 160 0 0 160
05:00 PM
0 160 0 0 160
0.97
7
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O
CO
O
c')
CN
CO
N
CD
-o
a)
0
NO ACCESS
Out In Total
0
0
0
0
0
0
0
Right Thru
Left Peds
t
North
10/19/2022 4:45:00 PM
10/19/2022 5:30:00 PM
VEHICLES
I
Left
Thru Right Peds
2
0
7
0
7
9
16
Out In Total
W1-25 FRONTAGE RD
1
T
D-
C
v
CD
Q
O
CO
O1
O
W
O
0
r
m
m
0
r
v
1117
291
0.960
N/S STREET: W 1-25 FRONTAGE RD
E/W STREET: SECURE STORAGE ENTRANCE
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
Groups Printed- VEHICLES
File Name : W125FSTORAGE
Site Code : 00000151
Start Date : 10/19/2022
Page No : 1
W 1-25
Southbound
FRONTAGE
RD
NO
ACCESS
Westbound
WI
-25
Northbound
FRONTAGE
RD
STORAGE
Eastbound
ENTRANCE
Start
Time
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Total
Int.
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
06:30 AM
0 0 0 0
0 0 0 0
0 1
0 0
0 0 0 0
1
Total 0 0 0 0
07:00 AM
07:15 AM
0 1 0 0
0 1 0 0
0 0 0 0
o o 0 0
o o 0 0
0 1
0 0
0 2
0 0
o o
o o
0 0 0 0
o o 0 0
o o 0 0
1
1
3
Total 0 2 0
08:15 AM 0 0 1 0
0 0 0
0 0 0 0
0 2 0
0 0
0 0
0 0 0 0
0 0 0 0
4
1
Total
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
0 0 1 0
0
0
0
0
0
0
0
0
0
0
1
0
1
2
0
0
0
0
3
2
2
0
7
1
2
0
3
0 4 11
0.0 26.7 73.3
0.0 11.8 32.4
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
0
0
0
0
0
0
0
0
0
0
0
0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0
0.0
0.0
0
0.0
0.0
0
0.0
0.0
0
0.0
0.0
0 0 0
0 0
0 0
0 0
0 3
0 3
0 1
0 0
0 0
0 1
0 7
0.0 100.0
0.0 20.6
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
3
3
1
1
8
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0 0 0
1 0 0 0
3 0 0 0
4 0 0 0
12
100.0
35.3
0
0.0
0.0
0
0.0
0.0
0
0.0
0.0
1
6
6
3
5
20
2
3
3
8
34
07:00 AM
0
N/S STREET: W 1-25 FRONTAGE RD
E/W STREET: SECURE STORAGE ENTRANCE
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : W125FSTORAGE
Site Code : 00000151
Start Date : 10/19/2022
Page No : 2
WI
-25
Southbound
FRONTAGE
RD
NO
ACCESS
Westbound
W 1-25
Northbound
FRONTAGE
RD
STORAGE
Eastbound
ENTRANCE
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 07:00 AM to 07:45 AM - Peak 1 of 1
Intersecti
on
Volume 2
100
0
0
Percent 0.0 0.0 0.0
07:15
Volume
Peak
Factor
High Int. 07:00 AM
Volume 0 1
Peak
Factor
.0
0 1
2
0 0 1
0 0 1
0.50
0
0 0 0 0
0.0 0.0 0.0 0.0
0
0 0 0 0 0
0 0 0 0 0
0 2 0 0
0.0 100 0.0 0.0
.0
0 2
07:15 AM
0 2
2
0 0 2
0 0 2
0.25
0
0 0 0 0 0
0.0 0.0 0.0 0.0
0 0 0 0 0
CD
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0
W -25 FRONTAGE RD
Out In Total
2
2
4
0
2
0
0
Right Thru
1-� 1
a
Left Peds
�-1
North
10/19/2022 7:00:00 AM
10/19/2022 7:45:00 AM
VEHICLES
4 —
Left
7
Thru Right Peds
0
2
0
0
2
2
4
Out In Total
W1-25 FRONTAGE RD
I
0
D -
a'0
n
CD
CD
Q
0
0
O
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0
D
O
cn
FAT
4
3
0.333
N/S STREET: W 1-25 FRONTAGE RD
E/W STREET: SECURE STORAGE ENTRANCE
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : W125FSTORAGE
Site Code : 00000151
Start Date : 10/19/2022
Page No : 3
WI
-25
Southbound
FRONTAGE
RD
NO
ACCESS
Westbound
W 1-25
Northbound
FRONTAGE
RD
STORAGE
Eastbound
ENTRANCE
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 04:45 PM to 05:30 PM - Peak 1 of 1
Intersecti
on
Volume
Percent 0.0
04:45
Volume
Peak
Factor
04:45 PM
0 1
25.
0
0 1
3
75.
0
0 0 1
0
4
0.0
High Int. 05:30 PM
Volume 0 0 2 0 2
Peak 0.50
Factor 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 4 0 0
0.0 100 .0 0.0 0.0
.
0 3
04:45 PM
0 3
4
0 0 3
0 0 3
0.33
3
2 0 0 0 2
100
0 0.0 0.0 0.0
1 0 0 0 1
04:45 PM
1 0 0 0 1
0.50
CD
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Q
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w CC Q
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W -25 FRONTAGE RD
Out In Total
6
4
10
3
1
0
0
Right Thru
Left Peds
t
North
10/19/2022 4:45:00 PM
10/19/2022 5:30:00 PM
VEHICLES
I
Left
Thru Right Peds
0
4
0
0
1
4
5
Out In Total
W1-25 FRONTAGE RD
1
T
D -
CD
Q
O
O
O
O
O
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cn
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0
r
0
10
5
0.500
N/S STREET: I-25 ON/OFF RAMP NB
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
Groups Printed- VEHICLES
File Name : I-25ERIEPKWYNB
Site Code : 00000013
Start Date : 10/18/2022
Page No : 1
1-25
NORTHBOUND
Southbound
ON
RAMP
ERIE
Westbound
PKWY
1-25
NORTHBOUND
Northbound
OFF
RAMP
ERIE
Eastbound
PKWY
Start
Time
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Total
Int.
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
06:30 AM
06:45 AM
0 0 0 0
0 0 0 0
0 77 14
0 69
0
8 0
68 1
82 0
23
31
0
0
14
16
15
19
0 0
0 0
212
225
Total
0 0 0 0
0 146
22 0
150 1
54
0
30 34
0 0
437
07:00 AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 91
0 136
0 120
0 90
0 437
13 0
22 0
22 0
13 0
70 0
0 77 20 0
0 68 27 0
62
92
77
74
0
1
1
1
305 3
44 0
70 0
25
31
29
36
0
0
0
0
121 0
34 0
33 0
34
15
20
17
86
19 0 0
36 0 0
31 0 0
33 0 0
119 0 0
17 31 0 0
24 38 0 0
244
333
300
264
1141
223
260
Total
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
0 145 47 0
0
0
0
0
0
0
0
0
0
60
48
60
54
222
67
50
56
45
23
24
29
22
98
26
18
21
10
0
0
0
0
0
0
0
0
0
0 218 75 0
0 1168 312 0
0.0 78.9 21.1 0.0
0.0 27.7 7.4 0.0
114 0
52
64
56
67
239
1
0
2
0
3
78 1
81 0
84 2
68 0
311 3
1119
63.6
26.6
67 0
41
42
49
47
179
62
48
57
42
0
0
0
0
0
0
0
0
0
209 0
10 630
0.6 35.8
0.2 15.0
0
0.0
0.0
41 69 0 0
26 46
28 45
43 61
21 50
118 202
26
26
29
25
48
43
40
38
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
106 169 0 0
381 593 0
39.1 60.9 0.0
9.0 14.1 0.0
0
0.0
0.0
483
249
251
300
261
1061
308
266
289
228
1091
4213
N/S STREET: I-25 ON/OFF RAMP NB
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : I-25ERIEPKWYNB
Site Code : 00000013
Start Date : 10/18/2022
Page No : 2
1-25
NORTHBOUND
Southbound
ON
RAMP
ERIE
Westbound
PKWY
1-25
NORTHBOUND
Northbound
OFF
RAMP
ERIE
Eastbound
PKWY
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 07:00 AM to 07:45 AM - Peak 1 of 1
Intersecti
on
Volume 0 0 0 0 0
07:00 AM
Percent 0.0 0.0 0.0 0.0
07:15
Volume
Peak
Factor
High Int.
Volume 0 0 0 0
Peak
Factor
0 0 0 0
0
0
0 437 70 0 507
0.0 86. 13. 0.0
2 8
0 136 22 0 158
07:15 AM
0 136 22 0 158
0.80
2
305 3 121 0 429
71. 0.7 28. 0.0
1 • 2
92 1 31 0 124
07:15 AM
92 1 31
0 124
0.86
5
86 119 0 0 205
42. 58. 0.0 0.0
0 0
15 36 0 0 51
07:00 AM
34 19 0 0 53
0.96
7
45
O
O
N
O
CO
rn
O
O
4-
ai
J
D
a)
0
a
-25 ON RAMP NORTHBOUND
Out in Total
159
0
159
0
0
0
0
Right Thru
1J
S
Left Peds
�-1
North
10/18/2022 7:00:00 AM
10/18/2022 7:45:00 AM
VEHICLES
a
1 —
Left Thru Right Peds
305
3
121
0
429
429
Out In Total
1-25 OFF RAMP NORTHBOUND
1
D-
a'
C
n
CD
v
0
Q
O
N
O
O
O
O
0
C
r
AMyid EILIF
1141
333
0.857
0
N/S STREET: I-25 ON/OFF RAMP NB
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : I-25ERIEPKWYNB
Site Code : 00000013
Start Date : 10/18/2022
Page No : 3
1-25
NORTHBOUND
Southbound
ON
RAMP
ERIE
Westbound
PKWY
1-25
NORTHBOUND
Northbound
OFF
RAMP
ERIE
Eastbound
PKWY
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 04:45 PM to 05:30 PM - Peak 1 of 1
Intersecti
on
Volume 0 0 0 0 0
04:45 PM
Percent 0.0 0.0 0.0 0.0
05:00
Volume
Peak
Factor
High Int.
Volume 0 0 0 0
Peak
Factor
0
0
0
0
0
0 227 87 0 314
0.0 72. 27. 0.0
3 7
0 67 26 0 93
05:00 PM
0 67 26 0 93
0.84
4
310 3 214 0 527
58. 0.6 40. 0.0
8 • 6
78 1 62 0 141
05:30 PM
84 2 57
0 143
0.92
1
102 181 0 0 283
36. 64. 0.0 0.0
0 0
26 48 0 0 74
05:00 PM
26 48 0 0 74
0.95
6
(D
O
H
0 -
w
Lu
0
O
N
CO
CO
tico
N'
r
r
c
O.
H
O
E
CD
D
a)
0
-25 ON RAMP NORTHBOUND
Out In Total
192
0
192
0
0
0
0
Right Thru
1-� 1
a
Left Peds
�-1
North
10/18/2022 4:45:00 PM
10/18/2022 5:30:00 PM
VEHICLES
4 —
Left
Thru Right Peds
310
3
214
0
0
527
527
Out In Total
1-25 OFF RAMP NORTHBOUND
I
D-
1
C
n
CD
v
CD
Q
N
N
W
O
O1
O
O
O
Co
O
C
m
m
D v
7c
1124
308
0.912
N/S STREET: I-25 SOUTHBOUND RAMP
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
Groups Printed- VEHICLES
File Name : I-25ERIEPKWYSB
Site Code : 00000005
Start Date : 10/18/2022
Page No : 1
1-25
SOUTHBOUND
Southbound
RAMP
OFF
ERIE
Westbound
PKWY
1-25
SOUTHBOUND
Northbound
RAMP
ON
ERIE
Eastbound
PKWY
Start
Time
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Total
Int.
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
06:30 AM
06:45 AM
15
11
1
0 23 0
24 0
49
40
103
96 0 0
0 0
0 0 0 0
0 0 0 0
0 16
0 24
64
65
0
0
263
268
Total
26 1
47
0
89 199
0 0
0 0 0 0
0 40
129
0
531
07:00 AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
14
16
15
18
63
15
14
0
1
0
0
1
1
0
20
25
21
14
80
23
17
0
0
0
0
0
0
0
61 90 0 0
92 136 0 0
91 103 0 0
69 97 0 0
313 426 0 0
57 70 0 0
51 85 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 31 82
0 26 97
0 29 94
0 28 100
0
0
0
0
0 114 373 0
0 34 75 0
0 46 96 0
298
393
353
326
1370
275
309
Total
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
29 1 40
16
20
14
13
63
20
11
19
18
68
Grand Total 249
Apprch % 41.8
Total % 5.1
0
0
0
1
1
2
0
1
0
3
16
24
25
17
82
26
15
22
27
90
7 339
1.2 57.0
0.1 6.9
0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
108 155 0 0
46
24
36
38
144
41
35
36
34
146
75
84
75
85
319
104
95
98
82
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
379 0 0
800 1478 1 0
35.1 64.9 0.0 0.0
16.3 30.1 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
0.0
0.0
0
0.0
0.0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
0.0
0.0
0
0.0
0.0
0 80 171 0
0 50 87
0 46 94
1 71 81
0 45 102
1 212 364
0
0
0
0
53
53
46
38
76
113
95
77
0
0
0
1
1
0
0
0
0
0 190 361 0
1 636 1398
0.0 31.2 68.7
0.0 13.0 28.5
1
0.0
0.0
584
290
292
303
303
1188
322
322
317
276
1237
4910
N/S STREET: I-25 SOUTHBOUND RAMP
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : I-25ERIEPKWYSB
Site Code : 00000005
Start Date : 10/18/2022
Page No : 2
1-25
SOUTHBOUND
Southbound
RAMP
OFF
ERIE
Westbound
PKWY
1-25
SOUTHBOUND
Northbound
RAMP
ON
ERIE
Eastbound
PKWY
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 06:30 AM to 08:15 AM - Peak 1 of 1
Intersect' 07:00 AM
on
Volume 63 1 80 0 144
Percent 43. 0.7 55. 0.0
8 6
07:15
Volume
Peak
Factor
High Int. 07:15 AM
Volume 16 1
Peak
Factor
O
16 1 25 0 42
25 0 42
0.85
7
313 426 0 0 739
42. 57. 0.0 0.0
4 6
92 136 0 0 228
07:15 AM
92 136
0 0 228
0.81
0
0 0 0 0
0.0 0.0 0.0 0.0
0 0
0
0 0 0
6:15:00 AM
0 0 0
0 0
0 114 373 0 487
0.0 23. 76. 0.0
4 6
0 26 97 0 123
07:45 AM
0 28 100 0 128
0.95
1
CO
C)
C)
ti
CO
C.O
O
O
m
r --
m
O
4-
ai
D
a)
0
a
-25 SOUTHBOUND OFF RAMP
Out In Total
0
144
144
80
1
63
0
Right Thru
1J
S
Left Peds
�-1
North
10/18/2022 7:00:00 AM
10/18/2022 7:45:00 AM
VEHICLES
a
1 —
Left Thru Right Peds
0
0
0
0
687
687
Out In Total
1-25 SOUTHBOUND ON RAMP
1
D-
1
C
n
CC
v
0
Q
O
N
O)
CA)
w
w
O
Co
rn
0
C
r
A/V\>Icl EILIF
1370
393
0.872
N/S STREET: I-25 SOUTHBOUND RAMP
E/W STREET: ERIE PKWY
CITY: ERIE
COUNTY: WELD
COUNTER MEASURES INC.
1889 YORK STREET
DENVER.COLORADO
303-333-7409
File Name : I-25ERIEPKWYSB
Site Code : 00000005
Start Date : 10/18/2022
Page No : 3
1-25
SOUTHBOUND
Southbound
RAMP
OFF
ERIE
Westbound
PKWY
1-25
SOUTHBOUND
Northbound
RAMP
ON
ERIE
Eastbound
PKWY
Time
Start
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
App.
Total
Left
Thr
u
Rig
ht
Ped
s
Total
App.
Total
Int.
Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1
Intersect' 04:45 PM
on
Volume 63 4 80 0 147
Percent 42. 2.7 54. 0.0
9 4
05:15
Volume
Peak
Factor
High Int.
Volume
Peak
Factor
11 0 15 0 26
05:00 PM
20 2 26 0 48
0.76
6
150 382 1 0 533
28. 71" 0.2 0.0
1 7
35 95 0 0 130
05:00 PM
41 104
0 0 145
0.91
9
0 0 0 0
0.0 0.0 0.0 0.0
0 0
0 0
0
0 0 0
0 0 0
0 197 386 1 584
0.0 33. 66. 0.2
7 1
0 53 113 0 166
05:15 PM
0 53 113 0 166
0.88
0
CD
O
H
0 -
w
Lu
0
co
O�
ti
O)
CO
CO
H
E
CD
D
a)
0
-25 SOUTHBOUND OFF RAMP
Out In Total
1
147
148
80
4
63
0
Right Thru
N 1
a
Left Peds
�-1
North
10/18/2022 4:45:00 PM
10/18/2022 5:30:00 PM
VEHICLES
4 —
Left
540
540
7
Thru Right Peds
Out In Total
1-25 SOUTHBOUND ON RAMP
I
D-
1
C
n
0
v
0
Q
1
CO
N
N
O
O
CA)
O1
O
CD
W
O
C
r -r
m
m
D v
1264
322
0.981
Page 1
Location: W/S 1-25 FRONTAGE RD S -O ERIE PKWY
City: ERIE
County: WELD
Direction: NORTH/SOUTH
COUNTER MEASURES INC.
1889 YORK STREET
DENVER,COLORADO 80206
303-333-7409
Site Code: 222608
Station ID: 222608
Start
Time
12:00 AM
27 -Oct -22
Thu NORTH SOUTH
0
0
01:00
0
0
02:00
0
0
03:00
0
0
04:00
0
0
Total
0
0
0
0
0
05:00
0
0
0
06:00
1
1
2
07:00
1
3
4
08:00
3
4
7
09:00
2
2
4
10:00
11:00
12:00 PM
01:00
02:00
3
6
3
3
2
4
3
5
4
3
7
9
8
7
5
03:00
5
2
7
04:00
0
0
0
05:00
0
0
0
06:00
1
1
2
07:00
0
1
1
08:00
0
0
0
09:00
1
1
2
10:00
11:00
0
0
0
0
Total
Percent
31
47.7%
34
52.3%
0
0
65
AM Peak
Vol.
PM Peak
Vol.
11:00
6
15:00
5
08:00
4
12:00
5
11:00
9
12:00
8
Grand Total
Percent
ADT
31
47.7%
ADT 64
34
52.3%
AADT 64
65
Page 1
Location: W/S 1-25 FRONTAGE RD S -O STORAGE ENTRANCE
City: ERIE
County: WELD
Direction: NORTH/SOUTH
COUNTER MEASURES INC.
1889 YORK STREET
DENVER,COLORADO 80206
303-333-7409
Site Code: 222603
Station ID: 222603
Start 27 -Oct -22
Time Thu NORTH SOUTH Total
12:00 AM
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
12:00 PM
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
0 0
0 0
0 0
0 0
0 0
0 0
1 1
1 3
1 3
4 2
1
7 2
4 4
2 4
3 2
4 1
0 0
0 0
1 1
0 0
0 0
1 1
0 0
0 0
4
0
0
0
0
0
0
2
4
4
6
5
9
8
6
5
5
0
0
2
0
0
2
0
0
Total
Percent
30 28
51.7% 48.3%
58
AM Peak
Vol.
PM Peak
Vol.
11:00
7
12:00
4
10:00
4
12:00
4
ii
ii
11:00
9
12:00
8
Grand Total
Percent
ADT
30 28
51.7% 48.3%
ADT 59 AADT 59
58
ERIE INDUSTRIAL
Location: ERIE PKWY W -O 1-25
City: ERIE
County: WELD
Direction: EAST/WEST
COUNTER
S
M
AMEN
MEASURES, INC.
TRAFFIC AND TRANSPORTATION FIELD DATA
Site Code: 2226304
Station ID: 2226304
Start Date: 10/27/2022
End Date: 10/28/2022
Latitude: 0.000000
Longitude: 0.000000
10/27/2022
Time
EAST
WEST
Total
12:00 AM
1:00
2:00
3:00
4:00
5:00
6:00
TOO
8:00
9:00
10:00
11:00
12:00 PM
1:00
2:00
3:00
4:00
5:00
6:00
TOO
8:00
9:00
10:00
11:00
7
11
15
33
49
185
348
554
619
428
370
375
351
365
383
598
646
622
463
221
160
84
41
8
3
7
7
18
49
194
439
551
378
292
340
338
275
240
184
534
614
610
486
293
232
100
51
10
10
18
22
51
98
379
787
1105
997
720
710
713
626
605
567
1132
1260
1232
949
514
392
184
92
18
Total
Percent
6936
52.6%
6245
47.4%
13181
AM Peak
Volume
PM Peak
Volume
8:00
619
4:00
646
7:00
551
4:00
614
7:00
1105
4:00
1260
Grand Total
6936
6245
13181
Percent
ADT
52.6%
47.4%
ADT: 13,224
AADT: 13,224
1
LEVEL OF SERVICE DEFINITIONS
From Highway Capacity Manual, Transportation Research Board, 2016, 6th Edition
SIGNALIZED INTERSECTION LEVEL OF SERVICE (LOS)
LOS
Vehicle
Average
Operational
Characteristics
Delay
sec/vehicle
A
<10 seconds
Describes
This
not
delay
most
stop
LOS
vehicles
values.
at
occurs
operations
all.
arrive
Short
when
during
with
cycle
progression
low
lengths
the
control
green
is
may
delay,
phase.
extremely
tend
up
to
Many
to
10
favorable
contribute
vehicles
sec/veh.
and
to
do
low
B
10
seconds
to 20
Describes
and
progression,
with
up
LOS
to 20
A,
operations
sec/veh.
short
causing
cycle
higher
with
This
control
lengths,
level
levels
delay
generally
or
of
both.
delay.
greater
More
occurs
than
vehicles
with
10
seconds
good
stop
than
C
20
seconds
to 35
Describes
35
progression,
given
occur.
though
sec/veh.
may
begin
green
The
many
operations
to
longer
phase
number
These
appear
still
does
pass
higher
cycle
of
with
at
vehicles
through
this
not
control
delays
length,
level.
serve
stopping
the
delay
may
or
Cycle
queued
intersection
both.
greater
result
failure
is
Individual
vehicles,
significant
from
than
occurs
without
only
20
cycle
and
at
fair
when
stopping.
and
this
overflows
failures
level,
up
a
to
D
35 to
seconds
55
Describes
55
noticeable.
unfavorable
declines.
Many
sec/veh.
vehicles
operations
Individual
At
Longer
progression,
stop,
LOS
delays
and
cycle
D,
with
the
the
control
long
failures
influence
may
proportion
cycle
result
delay
are
lengths,
of
from
noticeable.
greater
congestion
of
some
vehicles
and
than
combination
high
not
becomes
35
v/c
stopping
and
ratios.
up
more
of
to
E
55
seconds
to 80
Describes
80
progression,
cycle
sec/veh.
failures
operations
long
These
are
cycle
frequent.
high
with
lengths,
delay
control
values
and
delay
generally
high
greater
v/c
ratios.
indicate
than
55
Individual
and
poor
up
to
F
>80
seconds
lengths
Describes
This
with
capacity
many
level,
over
individual
may
-saturation,
of
operations
considered
lane
also
groups.
cycle
contribute
that
failures.
with
unacceptable
It
control
is,
when
may
significantly
also
Poor
delay
arrival
to
occur
progression
in
most
flow
to
excess
at
high
drivers,
high
rates
and
delay
of
v/c
exceed
80
often
long
sec/veh.
ratios
levels.
occurs
cycle
the
with
LEVEL OF SERVICE DEFINITIONS
From Highway Capacity Manual, Transportation Research Board, 2016, 6th Edition
UNSIGNALIZED INTERSECTION LEVEL OF SERVICE (LOS)
Applicable to Two -Way Stop Control, All -Way Stop Control, and Roundabouts
LOS
Vehicle
Average
Delay
Control
Operational
Characteristics
A
<10
seconds
Normally,
vehicles
on
the
stop
-controlled
approach
only
have to
wait
up
to 10
seconds
before
being able
to clear
the
intersection.
Left
to
-turning
make
their
vehicles
turn.
on
the
uncontrolled
street
do
not
have
to wait
B
10
seconds
to 15
Vehicles
before
to
15
seconds.
on the
being
able
Left
stop
to
to
-turning
-controlled
clear
make
the
their
vehicles
intersection.
turn.
approach
on
the
will
The
experience
delay
could
delays
be up
uncontrolled
street
may
have
to wait
C
15
seconds
to 25
Vehicles
range
Motorists
thereby
on
the
of
uncontrolled
on
15
posing
to
may
the
25
begin
a
stop
seconds
safety
-controlled
street
to
take
risk
before
will
chances
to
now
through
approach
clearing
be
due
required
traffic.
to
can
the
the
expect
intersection.
Left
long
-turning
delays
delays,
vehicles
in the
to wait
to make
their
turn causing a queue
to
be created
in
the
turn
lane.
D
.
25
seconds
to 35
This
is
the
point
at
which
a traffic
signal
may
be warranted
for
this
intersection.
be
delays
excessive.
and
private
for
the
The
stop
access
length
-controlled
points.
of
the
queue
intersection
may
are not
begin
to
The
considered
block
other
to
public
E
35
seconds
to 50
The
unacceptable.
approaches
There
delays
is
a
high
for
as
all
critical
length
as
the
traffic
of
left
that
the
-turn
this
movements
queues
movements
intersection
for
are
the
considered
stop
are
will
-controlled
extremely
meet
traffic
to
be
long.
be
The
well
probability
signal
warrants.
the
the
ability
existing
accesses
stop
-controlled
to
traffic
install
by
a
signals.
eliminating
traffic
approach.
Consideration
signal
the
is
left
affected
-turn
may
move-
by
The
to
the
given
ments
location
to
from
restricting
of
and
other
F
>50 seconds
The
of
Motorists
The
100
delay
only
seconds.
are
remedy
for
the
selecting
The
for
critical
length
these
alternative
traffic
long
of
movements
the
delays
queues
routes
is
due
installing
are
are
to
extremely
probably
the
long
a
traffic
in
long.
delays.
excess
signal
or restricting
the
accesses.
The
potential
to
motorists
motorist
for
begin
taking
accidents
making
more
at
risky
two
this
inter-
-stage
left
section
chances.
-turns.
are
If
extremely
the
median
high
permits,
due
HCM 6th TWSC
1: Frontage Road & Erie Parkway
Existing
AM Peak
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations II tt r vi +1,
Traffic Vol, veh/h 0 510
0 3 500 0
2 0 1 0 0 0
Future Vol, veh/h 0 510
0 3 500 0
2 0 1 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0
0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
MN M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92
92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2
2 2 2 2 2 2
Mvmt Flow 0 554
0 3 543 0
2 0 1 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 543
0 0 554 0 0 832 1103 277 826 1103 272
Stage 1
IS
S.
- 554 554 - 549 549
M.
Stage 2
- 278 549 - 277 554
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
IS
S.
- 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 1291
- 1012
- *445 292 720 450 292 *903
Stage 1
- *484 512
- 786 703
Stage 2
M.
S.
- *852 703
- 706 512
Platoon blocked, % 1
IS
S.
1 1
1
1 1
Mov Cap -1 Maneuver 1291
- 1012
- *445 291 720 449 291 *903
Mov Cap -2 Maneuver
- *445 291
- 449 291
Stage 1
S.
- *484 512
- 786 701
Stage 2
IS
IS
- *849 701
- 705 512
Approach EB
WB
NB
SB
HCM Control Delay, s 0
0.1
12.1
0
HCM LOS
B
A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
510 1291
SI
- 1012
S.
HCM Lane V/C Ratio
0.006
- 0.003
HCM Control Delay (s) 12.1 0
- 8.6
0
HCM Lane LOS
B A
IS
A
A
HCM 95th %tile Q(veh)
0 0
M.
0
SO
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
Existing
AM Peak
is _. %), i '
t
4 \ t t \D ir I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r 'n tt
4
Traffic Volume (vph)
0 140 373 313 426 0 0 0 0 65 1 80
Future Volume (vph)
0 140 373 313 426 0 0 0 0 65 1 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.953
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Flt Permitted
0.950 0.953
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
405 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 152 405 340 463 0 0 0 0 71 1 87
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 152 405 340 463 0 0 0 0 0 72 87
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
Existing
AM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
51.7 51.7 13.6 72.5 9.0 90.0
Actuated g/C Ratio
0.57 0.57 0.15 0.81 0.10 1.00
v/c Ratio
0.07 0.37 0.66 0.16 0.41 0.05
Control Delay
10.5 2.5 39.0 2.1 44.0 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
10.5 2.5 39.0 2.1 44.0 0.1
LOS
B A D A
D A
Approach Delay
4.7 17.7
20.0
Approach LOS
Intersection Summary
A B
B
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 65
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 13.2
Intersection LOS: B
Intersection Capacity Utilization 51.2%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
r�
103
20s I
SOs
0 3
F
' �i. n7 �G. l�
u
Oa
s
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
Existing
AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
TT TT r '9 4 r
Traffic Volume (vph)
86 119 0 0 437 70 305 3 121 0 0 0
Future Volume (vph)
86 119 0 0 437 70 305 3 121 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.429 0.950 0.953
Satd. Flow (perm)
799 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
182 182
Link Speed (mph)
35 35
30 30
Link Distance (ft)
630 752
551 731
Travel Time (s)
12.3 14.6
12.5 16.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
93 129 0 0 475 76 332 3 132 0 0 0
Shared Lane Traffic (°/o) 50%
Lane Group Flow (vph) 93 129 0 0 475 76 166 169 132 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12 12
12 12
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru Thru Right Left Thru Right
Leading Detector (ft)
20 100 100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8 2
Permitted Phases 4
Free 2 Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s) 5.0 5.0
5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
Existing
AM Peak
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
63.9 63.9 53.2 90.0 14.1 14.1 90.0
Actuated g/C Ratio
0.71 0.71 0.59 1.00 0.16 0.16 1.00
v/c Ratio
0.14 0.05 0.23 0.05 0.63 0.64 0.08
Control Delay
5.8 4.6 10.5 0.1 45.8 46.3 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
5.8 4.6 10.5 0.1 45.8 46.3 0.1
LOS
A A
B A D D A
Approach Delay 5.1
9.1 33.0
Approach LOS
Intersection Summary
A
A C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 17.4
Intersection LOS: B
Intersection Capacity Utilization 51.2%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
I
; I
. .,I It ,1
r�� �
'
25s
65s
.L .. e
r .�• —
: . c
15 s
50
Synchro 11 Report
CSM
HCM 6th TWSC
4: Frontage Road & Storage Access
Existing
AM Peak
Intersection
Int Delay, s/veh 0
Movement
EBL EBR NBL NBT SBT SBR
Lane Configurations
Firil
Traffic Vol, veh/h 0 0 0
2 2 0
Future Vol, veh/h 0 0 0
2 2 0
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control
Stop Stop Free Free Free
Free
RT Channelized
- None - None
- None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92
92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 0 0 0
2 2 0
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 4 2 2 0
0
Stage 1 2
Si
Stage 2 2
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 1018 1082 1620
M.
Stage 1 1021
Stage 2 1021
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 1018 1082 1620
M.
Mov Cap -2 Maneuver 1018
Stage 1 1021
S.
Stage 2 1021
M IS
IS
S.
IS
Approach
EB NB
SB
HCM Control Delay, s 0 0
0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1620
SI
HCM Lane V/C Ratio
S.
HCM Control Delay (s) 0
S.
0
Si
HCM Lane LOS A
IS
A
IS
HCM 95th %tile Q(veh) 0
SI
Synchro 11 Report
CSM
HCM 6th TWSC
1: Frontage Road & Erie Parkway
Existing
PM Peak
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations '1 tt r vi +1,
Traffic Vol, veh/h 0 595
2 5 460 0
2 0 7 0 0 0
Future Vol, veh/h 0 595
2 5 460 0
2 0 7 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0
0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
BM M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92
92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2
2 2 2 2 2 2
Mvmt Flow 0 647
2 5 500 0
2 0 8 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 500
0 0 649 0 0 907 1157 324 834 1159 250
Stage 1
IS
- 647 647 - 510 510
Stage 2
IS
M.
S.
- 260 510 - 324 649
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
IS
S.
- 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 1349
- 933
- *384 268 672 444 267 *903
Stage 1
- *426 465 - 836 736
Stage 2
M.
S.
- *852 736 - 662 464
Platoon blocked, % 1
IS
S.
1 1 1 1 1
Mov Cap -1 Maneuver 1349
- 933
- *382 266 672 437 266 *903
Mov Cap -2 Maneuver
- *382 266 - 437 266
Stage 1
M.
S.
- *426 465 - 836 732
M.
Stage 2
IS
IS
- *847 732 - 655 464
Approach EB
WB
NB SB
HCM Control Delay, s 0
0.1 11.4 0
HCM LOS
B A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
575 1349
SI
- 933
HCM Lane V/C Ratio
0.017
- 0.006
HCM Control Delay (s) 11.4 0
- 8.9
0
HCM Lane LOS
B A
IS
A
A
HCM 95th %tile Q(veh)
0.1 0
M.
0
s SO
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
Existing
PM Peak
4 t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r '�� tt
4
Traffic Volume (vph)
0 218 386 150 382 0 0 0 0 65 4 80
Future Volume (vph)
0 218 386 150 382 0 0 0 0 65 4 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.955
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1779 1583
Flt Permitted
0.950 0.955
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1779 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
420 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 237 420 163 415 0 0 0 0 71 4 87
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 237 420 163 415 0 0 0 0 0 75 87
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
Existing
PM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
55.6 55.6 9.6 72.4 9.1 90.0
Actuated g/C Ratio
0.62 0.62 0.11 0.80 0.10 1.00
v/c Ratio
0.11 0.37 0.45 0.15 0.42 0.05
Control Delay
8.7 2.2 28.1 2.3 44.1 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
8.7 2.2 28.1 2.3 44.1 0.1
LOS
A A C A
D A
Approach Delay
4.5 9.6
20.5
Approach LOS
Intersection Summary
A A
C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 65
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 8.5
Intersection LOS: A
Intersection Capacity Utilization 47.3%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
0 5
-1
—Iltri
20s I
SOs
1—
! yb
F
' P. n7 �G. l�
I
O a
s
1
J
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
Existing
PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
TT TT r 'I 4 r
Traffic Volume (vph) 102 181 0 0 227 87 310 3 214 0 0 0
Future Volume (vph)
102 181 0 0 227 87 310 3 214 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.536 0.950 0.953
Satd. Flow (perm)
998 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
182 233
Link Speed (mph)
35 35
30 30
Link Distance (ft)
630 752
551 731
Travel Time (s)
12.3 14.6
12.5 16.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
111 197 0 0 247 95 337 3 233 0 0 0
Shared Lane Traffic (°/o) 50%
Lane Group Flow (vph) 111 197 0 0 247 95 168 172 233 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12 12
12 12
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru Thru Right Left Thru Right
Leading Detector (ft)
20 100 100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8 2
Permitted Phases 4
Free 2 Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s) 5.0 5.0
5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
Existing
PM Peak
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
63.8 63.8 52.9 90.0 14.2 14.2 90.0
Actuated g/C Ratio
0.71 0.71 0.59 1.00 0.16 0.16 1.00
v/c Ratio
0.14 0.08 0.12 0.06 0.63 0.65 0.15
Control Delay
5.0 4.2 10.1 0.1 45.8 46.5 0.2
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
5.0 4.2 10.1 0.1 45.8 46.5 0.2
LOS
A A
B A D D A
Approach Delay 4.5
7.3 27.5
Approach LOS
Intersection Summary
A
A C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 16.1
Intersection LOS: B
Intersection Capacity Utilization 47.3%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
I
; I
. .,I It ,1
r�� �
'
25s
65s
.L .. e
r .�• —
: . c
15 s
50
Synchro 11 Report
CSM
HCM 6th TWSC
4: Frontage Road & Storage Access
Existing
PM Peak
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 #1,
Traffic Vol, veh/h 2 0 0
4 1 3
Future Vol, veh/h 2 0 0
4 1 3
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 2 0 0
4 1 3
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 7 3 4
0
0
Stage 1 3
Si
Stage 2 4
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 1014 1081 1618
M.
Stage 1 1020
Stage 2 1019
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 1014 1081 1618
M.
Mov Cap -2 Maneuver 1014
Stage 1 1020
Si
Stage 2 1019
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 8.6 0
0
HCM LOS A
Minor Lane/Major Mvmt
NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1618
- 1014
HCM Lane V/C Ratio
- 0.002
S.
HCM Control Delay (s)
0 - 8.6
S.
HCM Lane LOS
A
IS
A
IS
HCM 95th %tile Q(veh)
0
0
Synchro 11 Report
CSM
HCM 6th TWSC 2027 Background
1: Frontage Road & Erie Parkway
AM Peak
Intersection
Int Delay, s/veh 0
Movement
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
's tt r '1 fl 4. 4+
Traffic Vol, veh/h 0 590
1 3 585 0
2 0 2 0 0 0
Future Vol, veh/h 0 590
1 3 585 0
2 0 2 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0
0 0 0 0 0 0
Sign Control
Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
BM M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92
92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2
2 2 2 2 2 2
Mvmt Flow 0 641
1 3 636 0
2 0 2 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 636
0 0 642 0 0 965 1283 321 963 1284 318
Stage 1
IS
- 641 641 - 642 642
Stage 2
IS
M.
S.
- 324 642 - 321 642
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
IS
S.
- 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 1243
- 939
- *386 234 675 388 234 *869
Stage 1
- *430 468 - 755 676
Stage 2
M.
S.
- *820 676 - 665 467
M.
Platoon blocked, % 1
IS
1 1 1 1 1
Mov Cap -1 Maneuver 1243
- 939
- *385 234 675 385 233 *869
Mov Cap -2 Maneuver
- *385 234 - 385 233
Stage 1
M.
S.
- *430 468 - 755 674
Stage 2
IS
IS
- *817 674 - 663 467
Approach EB
WB
NB SB
HCM Control Delay, s 0
0
12.4 0
HCM LOS
B A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
490 1243
SI
- 939
HCM Lane V/C Ratio
0.009
- 0.003
HCM Control Delay (s) 12.4 0
- 8.8
0
HCM Lane LOS
B A
IS
A
A
HCM 95th %tile Q(veh)
0 0
M.
0
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
2: Erie Parkway & SB Off Ramp AM Peak
is _. %), i '
t
4 \ t t \ • ir I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r 'n tt
4 fir
Traffic Volume (vph)
0 160 430 360 495 0 0 0 0 75 2 95
Future Volume (vph)
0 160 430 360 495 0 0 0 0 75 2 95
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.953
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Flt Permitted
0.950 0.953
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
467 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 174 467 391 538 0 0 0 0 82 2 103
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 174 467 391 538 0 0 0 0 0 84 103
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
2: Erie Parkway & SB Off Ramp AM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
50.3 50.3 14.5 72.0 9.6 90.0
Actuated g/C Ratio
0.56 0.56 0.16 0.80 0.11 1.00
v/c Ratio
0.09 0.43 0.71 0.19 0.45 0.07
Control Delay
11.1 2.7 40.6 2.3 44.4 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
11.1 2.7 40.6 2.3 44.4 0.1
LOS
B A D A
D A
Approach Delay
5.0 18.5
20.0
Approach LOS
Intersection Summary
A B
C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 65
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 13.7
Intersection LOS: B
Intersection Capacity Utilization 56.2%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
r�
103 ti;
—n 4
:R)
20 s
50 s
F
' P. n7
u
3
�G. l�
20 s
I
70 s
Mil
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
3: Erie Parkway
AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
TT TT r 4 r
Traffic Volume (vph) 100 135 0 0 505 80 350 4 140 0 0 0
Future Volume (vph)
100 135 0 0 505 80 350 4 140 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.387 0.950 0.953
Satd. Flow (perm)
721 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
182 182
Link Speed (mph)
35 35
30 30
Link Distance (ft)
630 752
551 731
Travel Time (s)
12.3 14.6
12.5 16.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
109 147 0 0 549 87 380 4 152 0 0 0
Shared Lane Traffic (°/o) 49%
Lane Group Flow (vph) 109 147 0 0 549 87 194 190 152 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12 12
12 12
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru Thru Right Left Thru Right
Leading Detector (ft)
20 100 100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8 2
Permitted Phases 4
Free 2 Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s) 5.0 5.0
5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
3: Erie Parkway AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
62.8 62.8 51.8 90.0 15.2 15.2 90.0
Actuated g/C Ratio
0.70 0.70 0.58 1.00 0.17 0.17 1.00
v/c Ratio
0.19 0.06 0.27 0.05 0.68 0.67 0.10
Control Delay
6.7 5.0 11.6 0.1 47.1 46.1 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
6.7 5.0 11.6 0.1 47.1 46.1 0.1
LOS
A A
B A D D A
Approach Delay 5.7
10.0 33.4
Approach LOS
Intersection Summary
A
A C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 18.0
Intersection LOS: B
Intersection Capacity Utilization 56.2%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
I
; I
. .,I It ,1
r�� �
'
25s
65s
.L .. e
r .�• —
: . c
15 s
50
Synchro 11 Report
CSM
HCM 6th TWSC 2027 Background
4: Frontage Road & Storage Access
AM Peak
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 1 0 0
2 2 1
Future Vol, veh/h 1 0 0
2 2 1
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 1 0 0
2 2 1
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 5 3 3
0
0
Stage 1 3
Si
Stage 2 2
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
S IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 1017 1081 1619
M.
Stage 1 1020
Stage 2 1021
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 1017 1081 1619
M.
Mov Cap -2 Maneuver 1017
Stage 1 1020
S.
Stage 2 1021
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 8.5 0
0
HCM LOS A
Minor Lane/Major Mvmt
NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1619
- 1017
HCM Lane V/C Ratio
- 0.001
S.
HCM Control Delay (s)
0 - 8.5
Si
HCM Lane LOS
A
IS
A
IS
HCM 95th %tile Q(veh)
0
0
Synchro 11 Report
CSM
HCM 6th TWSC 2027 Background
1: Frontage Road & Erie Parkway
PM Peak
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi tt r vi +1,
Traffic Vol, veh/h 0 690
2 5 530 0
2 0 7 0 0 0
Future Vol, veh/h 0 690
2 5 530 0
2 0 7 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0
0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
MN M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92
92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2
2 2 2 2 2 2
Mvmt Flow 0 750
2 5 576 0
2 0 8 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 576
0 0 752 0 0 1048 1336 375 961 1338 288
Stage 1
- 750 750 - 586 586
Stage 2
M.
- 298 586 - 375 752
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
IS
S.
- 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 *1300
- 853
- *326 *214 623 *389 *214 *869
Stage 1
- *369 *417 - *820 *718
Stage 2
S.
- *820 *718 - *618 *416
M.
Platoon blocked, % 1
IS
1 1 1 1 1
Mov Cap -1 Maneuver *1300
- 853
- *325 *213 623 *383 *212 *869
Mov Cap -2 Maneuver
- *325 *213 - *383 *212
Stage 1
M.
S.
- *369 *417 - *820 *714
Stage 2
IS
- *815 *714 - *610 *416
Approach EB
WB
NB SB
HCM Control Delay, s 0
0.1 12.1 0
HCM LOS
B A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
518 * 1300
SI
- 853
HCM Lane V/C Ratio
0.019
- 0.006
HCM Control Delay (s) 12.1 0
- 9.2
0
HCM Lane LOS
B A
IS
A
A
HCM 95th %tile Q(veh)
0.1 0
M.
0
s SO
Notes
"-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
2: Erie Parkway & SB Off Ramp PM Peak
is _. %), i '
t
4 \ t t \ • ir I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r Vi tt
4 fir
Traffic Volume (vph)
0 250 445 175 440 0 0 0 0 75 5 95
Future Volume (vph)
0 250 445 175 440 0 0 0 0 75 5 95
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.955
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1779 1583
Flt Permitted
0.950 0.955
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1779 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
484 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 272 484 190 478 0 0 0 0 82 5 103
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 272 484 190 478 0 0 0 0 0 87 103
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
2: Erie Parkway & SB Off Ramp PM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
54.4 54.4 10.3 71.9 9.7 90.0
Actuated g/C Ratio
0.60 0.60 0.11 0.80 0.11 1.00
v/c Ratio
0.13 0.42 0.48 0.17 0.46 0.07
Control Delay
9.4 2.4 28.5 2.6 44.5 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
9.4 2.4 28.5 2.6 44.5 0.1
LOS
A A C A
D A
Approach Delay
4.9 9.9
20.4
Approach LOS
Intersection Summary
A A
C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 65
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 8.8
Intersection LOS: A
Intersection Capacity Utilization 52.0%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
0 5
t,
,`'.w A
IMF•. �
20s I
SOs
1—
! 3
F
' �i. n7 LG. 11
u
O a
s
1
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
3: Erie Parkway
PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 120 205 0 0 255 100 360 4 250 0 0 0
Future Volume (vph)
120 205 0 0 255 100 360 4 250 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.518 0.950 0.953
Satd. Flow (perm)
965 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
182 272
Link Speed (mph)
35 35
30 30
Link Distance (ft)
630 752
551 731
Travel Time (s)
12.3 14.6
12.5 16.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
130 223 0 0 277 109 391 4 272 0 0 0
Shared Lane Traffic (°/o) 50%
Lane Group Flow (vph) 130 223 0 0 277 109 195 200 272 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12 12
12 12
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru Thru Right Left Thru Right
Leading Detector (ft)
20 100 100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8 2
Permitted Phases 4
Free 2 Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s) 5.0 5.0
5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2027 Background
3: Erie Parkway PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
62.6 62.6 49.0 90.0 15.4 15.4 90.0
Actuated g/C Ratio
0.70 0.70 0.54 1.00 0.17 0.17 1.00
v/c Ratio
0.18 0.09 0.14 0.07 0.68 0.69 0.17
Control Delay
5.6 4.6 11.3 0.1 46.6 47.5 0.2
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
5.6 4.6 11.3 0.1 46.6 47.5 0.2
LOS
A A
B A D D A
Approach Delay 4.9
8.1 28.0
Approach LOS
Intersection Summary
A
A C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 16.7
Intersection LOS: B
Intersection Capacity Utilization 52.0%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
I
; I
. .,I It ,1
r�� �
'
25s
65s
.L .. e
r .�• —
: . c
15 s
50
Synchro 11 Report
CSM
HCM 6th TWSC 2027 Background
4: Frontage Road & Storage Access
PM Peak
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 2 0 0
4 1 3
Future Vol, veh/h 2 0 0
4 1 3
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 2 0 0
4 1 3
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 7 3 4
0
0
Stage 1 3
Si
Stage 2 4
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
S IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 1014 1081 1618
M.
Stage 1 1020
Stage 2 1019
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 1014 1081 1618
M.
Mov Cap -2 Maneuver 1014
Stage 1 1020
Si
Stage 2 1019
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 8.6 0
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1618
- 1014
HCM Lane V/C Ratio
- 0.002
S.
HCM Control Delay (s)
0 - 8.6
S.
HCM Lane LOS
A
IS
A
IS
HCM 95th %tile Q(veh)
0
0
Synchro 11 Report
CSM
HCM 6th TWSC
1: Frontage Road & Erie Parkway
2027 Total
AM Peak
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations II tt r iii +1,
Traffic Vol, veh/h 0 590 24 131 585
0 5 0 20
0 0 0
Future Vol, veh/h 0 590 24 131 585
0 5 0 20
0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0 0
0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None
- None
Storage Length 0
0 0
BM a
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92 92
92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2 2
2 2 2 2 2
Mvmt Flow 0 641
26 142 636 0 5 0 22
0 0 0
Major/Minor Major1
Major2
Minor1
Minor2
Conflicting Flow All 636
0 0 667 0 0 1243 1561 321 1241 1587 318
Stage 1
la
a.
- 641 641
- 920 920
Stage 2
a.
- 602 920
- 321 667
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
la
a.
- 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 1243
- 919
- 218 146 675 218 140 *869
Stage 1
- 430 468 - 474 478
Stage 2
M.
a.
- 807 478 - 665 455
M.
Platoon blocked, % 1
la
1 1 1 1 1
Mov Cap -1 Maneuver 1243
- 919
- 192 123 675 186 118 *869
Mov Cap -2 Maneuver
- 192 123 - 186 118
Stage 1
M.
a.
- 430 468 - 474 404
Stage 2
- 683 404 - 644 455
Approach EB
WB
NB SB
HCM Control Delay, s 0
1.8 13.5 0
HCM LOS
B A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
449 1243
lal
- 919
HCM Lane V/C Ratio
0.061
- 0.155
HCM Control Delay (s) 13.5 0
- 9.6
0
HCM Lane LOS
B A
a.
A
A
HCM 95th %tile Q(veh)
0.2 0
M.
- 0.5
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2027 Total
AM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r tt
4 r
Traffic Volume (vph)
0 167 441 360 578 0 0 0 0 75 2 140
Future Volume (vph)
0 167 441 360 578 0 0 0 0 75 2 140
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.953
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Flt Permitted
0.950 0.953
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
479 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 182 479 391 628 0 0 0 0 82 2 152
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 182 479 391 628 0 0 0 0 0 84 152
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2027 Total
AM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
50.3 50.3 14.5 72.0 9.6 90.0
Actuated g/C Ratio
0.56 0.56 0.16 0.80 0.11 1.00
v/c Ratio
0.09 0.44 0.71 0.22 0.45 0.10
Control Delay
11.1 2.7 38.0 2.3 44.4 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
11.1 2.7 38.0 2.3 44.4 0.1
LOS
B A D A
D A
Approach Delay
5.0 16.0
15.9
Approach LOS
Intersection Summary
A B
B
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 65
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 12.2
Intersection LOS: B
Intersection Capacity Utilization 56.8%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
r�
103
20s I
SOs
0 3
F
' �i. n7 �G. l�
u
Oa
s
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2027 Total
AM Peak
is 7 i t `t T P \► 1 r
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Iii TT TT r 'Pi 4 r
Traffic Volume (vph) 106 136 0 0 513 80 425 4 140 0 0 0
Future Volume (vph)
106 136 0 0 513 80 425 4 140 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.379 0.950 0.953
Satd. Flow (perm)
706 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
182 182
Link Speed (mph)
35 35
30 30
Link Distance (ft)
630 752
551 731
Travel Time (s)
12.3 14.6
12.5 16.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
115 148 0 0 558 87 462 4 152 0 0 0
Shared Lane Traffic (°/o) 50%
Lane Group Flow (vph) 115 148 0 0 558 87 231 235 152 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12 12
12 12
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru Thru Right Left Thru Right
Leading Detector (ft)
20 100 100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8 2
Permitted Phases 4
Free 2 Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s) 5.0 5.0
5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2027 Total
AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
61.6 61.6 50.5 90.0 16.4 16.4 90.0
Actuated g/C Ratio
0.68 0.68 0.56 1.00 0.18 0.18 1.00
v/c Ratio
0.20 0.06 0.28 0.05 0.75 0.77 0.10
Control Delay
7.1 5.3 12.2 0.1 50.5 51.4 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
7.1 5.3 12.2 0.1 50.5 51.4 0.1
LOS
A A
B A D D A
Approach Delay 6.1
10.5 38.4
Approach LOS
Intersection Summary
A
B D
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 21.1
Intersection LOS: C
Intersection Capacity Utilization 56.8%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
I
; I
. .,I It ,1
r�� �
'
25s
65s
.L .. e
r .�• —
: . c
15 s
50
Synchro 11 Report
CSM
HCM 6th TWSC
4: Frontage Road & Storage Access
2027 Total
AM Peak
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 #1,
Traffic Vol, veh/h 1 0 0 23 153 1
Future Vol, veh/h 1 0 0 23 153 1
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 1 0 0 25 166 1
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 192 167 167
0
0
Stage 1 167
Si
Stage 2 25
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 797 877 1411
M.
Stage 1 863
Stage 2 998
S.
Platoon blocked, %
IS
SI
Mov Cap -1 Maneuver 797 877 1411
Mov Cap -2 Maneuver 797
Stage 1 863
Si
Stage 2 998
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 9.5 0
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1411
- 797
HCM Lane V/C Ratio
IS
- 0.001
S.
HCM Control Delay (s)
0 - 9.5
Si
HCM Lane LOS
A
IS
A
IS
HCM 95th %tile Q(veh)
0
0
Synchro 11 Report
CSM
HCM 6th TWSC
5: Frontage Road & Site Access
2027 Total
AM Peak
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 #1,
Traffic Vol, veh/h 21 0 0 2 2 151
Future Vol, veh/h 21 0 0 2 2 151
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 23 0 0 2 2 164
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 86 84 166 0
0
Stage 1 84
S IS
Si
Stage 2 2
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
S IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 915 975 1412
M.
Stage 1 939
Stage 2 1021
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 915 975 1412
M.
Mov Cap -2 Maneuver 915
Stage 1 939
S.
Stage 2 1021
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 9 0
0
HCM LOS
A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1412 - 915
HCM Lane V/C Ratio
- 0.025
HCM Control Delay (s)
0
IS
9
HCM Lane LOS
A
IS
A
S.
IS
HCM 95th %tile Q(veh)
0 - 0.1
Synchro 11 Report
CSM
HCM 6th TWSC
1: Frontage Road & Erie Parkway
2027 Total
PM Peak
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi tt r vi +1,
Traffic Vol, veh/h 0 690
5 24 530 0 22 0 118 0 0 0
Future Vol, veh/h 0 690
5 24 530 0 22 0 118 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free
Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
MN a
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 750
5 26 576 0 24 0 128 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 576
0 0 755 0 0 1090 1378 375 1003 1383 288
Stage 1
- 750 750 - 628 628
Stage 2
M.
- 340 628 - 375 755
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
la
a.
- 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 *1300
- 851
- *299 200 623 357 198 *869
Stage 1
- *369 417 - 774 688
Stage 2
a.
- *820 688 - 618 415
M.
Platoon blocked, % 1
la
1 1 1 1 1
Mov Cap -1 Maneuver *1300
- 851
- *292 194 623 277 192 *869
Mov Cap -2 Maneuver
- *292 194 - 277 192
Stage 1
M.
a.
- *369 417 - 774 667
M.
Stage 2
la
- *794 667 - 491 415
Approach EB
WB
NB SB
HCM Control Delay, s 0
0.4 14.5 0
HCM LOS
B A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
529 * 1300
lal
- 851
HCM Lane V/C Ratio
0.288
ME
- 0.031
HCM Control Delay (s) 14.5 0
- 9A
0
HCM Lane LOS
B A
A
A
HCM 95th %tile Q(veh)
1.2 0
M.
- 0.1
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2027 Total
PM Peak
is _. %), i '
k- 4\ t t \D ir I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r Vi tt
4 r
Traffic Volume (vph)
0 296 510 175 452 0 0 0 0 75 5 102
Future Volume (vph)
0 296 510 175 452 0 0 0 0 75 5 102
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.955
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1779 1583
Flt Permitted
0.950 0.955
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1779 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
554 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 322 554 190 491 0 0 0 0 82 5 111
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 322 554 190 491 0 0 0 0 0 87 111
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2027 Total
PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 26.0 20.0 20.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 4.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Act Effct Green (s)
54.4 54.4 10.3 71.9 9.7 90.0
Actuated g/C Ratio
0.60 0.60 0.11 0.80 0.11 1.00
v/c Ratio
0.15 0.47 0.48 0.17 0.46 0.07
Control Delay
9.5 2.6 28.1 2.6 44.5 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
9.5 2.6 28.1 2.6 44.5 0.1
LOS
A A C A
D A
Approach Delay
5.1 9.7
19.6
Approach LOS
A A
B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 55
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 8.5
Intersection LOS: A
Intersection Capacity Utilization 56.0%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
I
103 �E
,ll �� i�.�9 • ^il
4 :r
20s
j
'SOs
08
b R) � _ ,1
20 s
70 s
I
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2027 Total
PM Peak
is 7 i t `t T P \► 1 r
Lane Group
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)
159 212 0 0 256 100 371 4
250 0 0 0
Future Volume (vph)
159 212 0 0 256 100 371 4
250 0 0 0
Ideal Flow (vphpl)
1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor
1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850
0.850
Flt Protected
0.950
0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.517
0.950 0.953
Satd. Flow (perm)
963 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
182
272
Link Speed (mph)
35
35
30
30
Link Distance (ft)
630
752
551
731
Travel Time (s)
12.3
14.6
12.5
16.6
Peak Hour Factor
0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
173 230 0 0 278 109 403 4
272 0 0 0
Shared Lane Traffic (°/o)
50%
1
Lane Group Flow (vph)
173 230 0 0 278 109 201 206
272 0 0 0
Enter Blocked Intersection
No No No No No No No No No No No No
Lane Alignment
Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)
15
9 15
9 15
9 15
9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru
Thru Right Left Thru Right
Leading Detector (ft)
20 100
100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
Cl+Ex
Cl+Ex
Cl+Ex
Detector2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8
2
Permitted Phases
4
Free 2
Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s)
5.0 5.0
5.0
5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2027 Total
PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Act Effct Green (s)
62.4 62.4 48.4 90.0 15.6 15.6 90.0
Actuated g/C Ratio
0.69 0.69 0.54 1.00 0.17 0.17 1.00
v/c Ratio
0.23 0.09 0.15 0.07 0.69 0.71 0.17
Control Delay
6.0 4.4 11.6 0.1 47.3 48.1 0.2
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
6.0 4.4 11.6 0.1 47.3 48.1 0.2
LOS
A A
B A D D A
Approach Delay 5.1
8.3 28.7
Approach LOS A
A C
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 16.9
Intersection LOS: B
Intersection Capacity Utilization 56.0%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
t-01.71
i
TV'
25 s 1
X116
S
, . -
s• ,
1-
- r'
�• - ,r..4
. fl
15S
Cris
I
Synchro 11 Report
CSM
HCM 6th TWSC
4: Frontage Road & Storage Access
2027 Total
PM Peak
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 #1,
Traffic Vol, veh/h 2 0 0 135 23 3
Future Vol, veh/h 2 0 0 135 23 3
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 2 0 0 147 25 3
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 174 27 28
0
0
Stage 1 27
M IS
Si
Stage 2 147
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 816 1048 1585
M.
Stage 1 996
Stage 2 880
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 816 1048 1585
M.
Mov Cap -2 Maneuver 816
Stage 1 996
S.
Stage 2 880
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 9.4 0
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1585
- 816
HCM Lane V/C Ratio
- 0.003
S.
HCM Control Delay (s)
0 - 9.4
Si
HCM Lane LOS
A
IS
A
IS
HCM 95th %tile Q(veh)
0
0
Synchro 11 Report
CSM
HCM 6th TWSC
5: Frontage Road & Site Access
2027 Total
PM Peak
Intersection
Int Delay, s/veh 7.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 131 0 0 4 1 22
Future Vol, veh/h 131 0 0 4 1 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
IS IS
Veh in Median Storage, # 0 - - 0 0
Grade, %
0 - - 0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 142 0 0 4 1 24
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 17 13 25 0 - 0
Stage 1 13
Si M
Stage 2 4
IS IS
.SI IS
Critical Hdwy 6.42 6.22 4.12
SI
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS S
Follow-up Hdwy 3.518 3.318 2.218
M.
Pot Cap -1 Maneuver 1001 1067 1589
M.
Stage 1 1010
Stage 2 1019
Platoon blocked, %
IS
Mov Cap -1 Maneuver 1001 1067 1589
M.
Mov Cap -2 Maneuver 1001
Stage 1 1010
Stage 2 1019
IS IS
Approach
EB NB SB
HCM Control Delay, s 9.2
0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1589 - 1001
HCM Lane V/C Ratio - - 0.142
HCM Control Delay (s) 0 - 9.2
HCM Lane LOS
A - A
HCM 95th %tile Q(veh) 0 - 0.5
Synchro 11 Report
CSM
HCM 6th TWSC 2042 Background
1: Frontage Road & Erie Parkway
AM Peak
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'ti tt r vi +1,
Traffic Vol, veh/h 0 915
3 5 910 0 3 0 3 0 0 0
Future Vol, veh/h 0 915
3 5 910 0 3 0 3 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0
0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
MN M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92
92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2
2 2 2 2 2 2
Mvmt Flow 0 995
3 5 989 0 3 0 3 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 989
0 0 998 0 0 1500 1994 498 1497 1997 495
Stage 1
IS a
- 995 995 - 999 999
Stage 2
- 505 999 - 498 998
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
IS
S.
- 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 1072
- 689
- *192 80 518 193 80 *733
Stage 1
- *262 321 - 655 582
Stage 2
M.
S.
- *691 582 - 523 320
M.
Platoon blocked, % 1
IS
1 1 1 1 1
Mov Cap -1 Maneuver 1072
- 689
- *191 80 518 191 79 *733
Mov Cap -2 Maneuver
- *191 80 - 191 79
Stage 1
M.
S.
- *262 321 - 655 578
Stage 2
a IS
- *686 578 - 520 320
Approach EB
WB
NB SB
HCM Control Delay, s 0
0.1 18.2 0
HCM LOS
C A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
279 1072
SI
- 689
HCM Lane V/C Ratio
0.023
- 0.008
HCM Control Delay (s) 18.2 0
- 10.3
0
HCM Lane LOS
C A
IS
B
A
HCM 95th %tile Q(veh)
0.1 0
M.
0
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
2: Erie Parkway & SB Off Ramp AM Peak
is _. %), i '
t
4\ t t \D ir I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r 'iii tt
4 r
Traffic Volume (vph)
0 250 670 565 770 0 0 0 0 115 2 145
Future Volume (vph)
0 250 670 565 770 0 0 0 0 115 2 145
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.953
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Flt Permitted
0.950 0.953
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
467 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 272 728 614 837 0 0 0 0 125 2 158
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 272 728 614 837 0 0 0 0 0 127 158
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
2: Erie Parkway & SB Off Ramp AM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
45.0 45.0 25.0 70.0 20.0 20.0
Total Split (°/o)
50.0% 50.0% 27.8% 77.8% 22.2% 22.2%
Maximum Green (s)
39.0 39.0 19.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
41.6 41.6 19.2 66.7 11.3 90.0
Actuated g/C Ratio
0.46 0.46 0.21 0.74 0.13 1.00
v/c Ratio
0.17 0.74 0.84 0.32 0.57 0.10
Control Delay
15.2 12.6 36.5 2.5 47.0 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
15.2 12.6 36.5 2.5 47.0 0.1
LOS
B B D A
D A
Approach Delay
13.3 16.9
21.0
Approach LOS
Intersection Summary
B B
C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 70
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 16.0
Intersection LOS: B
Intersection Capacity Utilization 79.1%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
ir
al
co -;
, fir. • a
, - )d
25s
145s
w
LI ,-,-
20 s
I
70 s
SW
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
3: Erie Parkway
AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
TT TT r 4 r
Traffic Volume (vph) 155 210 0 0 785 125 550 4 220 0 0 0
Future Volume (vph)
155 210 0 0 785 125 550 4 220 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.236 0.950 0.953
Satd. Flow (perm)
440 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
182 239
Link Speed (mph)
35 35
30 30
Link Distance (ft)
630 752
551 731
Travel Time (s)
12.3 14.6
12.5 16.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
168 228 0 0 853 136 598 4 239 0 0 0
Shared Lane Traffic (°/o) 50%
Lane Group Flow (vph) 168 228 0 0 853 136 299 303 239 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12 12
12 12
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru Thru Right Left Thru Right
Leading Detector (ft)
20 100 100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8 2
Permitted Phases 4
Free 2 Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s) 5.0 5.0
5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
3: Erie Parkway AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
59.7 59.7 45.5 90.0 18.3 18.3 90.0
Actuated g/C Ratio
0.66 0.66 0.51 1.00 0.20 0.20 1.00
v/c Ratio
0.41 0.10 0.48 0.09 0.88 0.89 0.15
Control Delay
13.7 6.3 15.9 0.1 61.7 63.0 0.2
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
13.7 6.3 15.9 0.1 61.7 63.0 0.2
LOS
B A
B A E E A
Approach Delay 9.5
13.8 44.7
Approach LOS
Intersection Summary
A
B D
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 24.7
Intersection LOS: C
Intersection Capacity Utilization 79.1%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
t .„F„
—111174
r �
p .,I
'
25s
65s
d_ .. e
r .�' —
: .
c.
15s
50
Synchro 11 Report
CSM
HCM 6th TWSC 2042 Background
4: Frontage Road & Storage Access
AM Peak
Intersection
Int Delay, s/veh 1
Movement
EBL EBR NBL NBT SBT SBR
Lane Configurations
Firil
4 its.
Traffic Vol, veh/h
1 0 0
3 3 2
Future Vol, veh/h
1 0 0
3 3 2
Conflicting Peds, #/hr
0 0 0
0 0 0
Sign Control
Stop Stop Free Free Free
Free
RT Channelized
- None - None
- None
Storage Length 0
IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92
92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 1 0 0
3 3 2
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 7 4 5 0
0
Stage 1 4
Si
Stage 2 3
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 1014 1080 1616
M.
Stage 1 1019
Stage 2 1020
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 1014 1080 1616
M.
Mov Cap -2 Maneuver 1014
Stage 1 1019
S.
Stage 2 1020
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 8.6
0
0
HCM LOS
A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1616 - 1014
HCM Lane V/C Ratio - - 0.001
S.
HCM Control Delay (s) 0 - 8.6
Si
HCM Lane LOS A
IS
A
IS
HCM 95th %tile Q(veh) 0
0
Synchro 11 Report
CSM
HCM 6th TWSC 2042 Background
1: Frontage Road & Erie Parkway
PM Peak
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations II tt r vi +1,
Traffic Vol, veh/h 0 1080
5 10 825 0 5 0 10 0 0 0
Future Vol, veh/h 0 1080
5 10 825 0 5 0 10 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
MN M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1174
5 11 897 0 5 0 11 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 897
0 0 1179 0 0 1645 2093 587 1506 2098 449
Stage 1
IS
- 1174 1174 - 919 919
Stage 2
IS
- 471 919 - 587 1179
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
IS
S.
- 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 1120
- 588
- *121 63 453 168 62 *767
Stage 1
- *204 264 - 668 598
M.
Stage 2
M.
- *723 598 - 463 262
M.
Platoon blocked, % 1
IS
1 1 1 1 1
Mov Cap -1 Maneuver 1120
- 588
- *119 62 453 162 61 *767
Mov Cap -2 Maneuver
- *119 62 - 162 61
Stage 1
M.
- *204 264 - 668 586
Stage 2
IS
IS .SI
- *709 586 - 452 262
Approach EB
WB
NB SB
HCM Control Delay, s 0
0.1 21.5 0
HCM LOS
C A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
234 1120
SI
- 588
HCM Lane V/C Ratio
0.07
- 0.018
HCM Control Delay (s) 21.5 0
- 11.2
0
HCM Lane LOS
C A
B
A
HCM 95th %tile Q(veh)
0.2 0
M.
- 0.1
s SO
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
2: Erie Parkway & SB Off Ramp PM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r '�� tt
4 r
Traffic Volume (vph)
0 395 695 270 690 0 0 0 0 115 5 145
Future Volume (vph)
0 395 695 270 690 0 0 0 0 115 5 145
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.954
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1777 1583
Flt Permitted
0.950 0.954
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1777 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
568 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 429 755 293 750 0 0 0 0 125 5 158
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 429 755 293 750 0 0 0 0 0 130 158
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
2: Erie Parkway & SB Off Ramp PM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
48.2 48.2 12.4 66.6 11.4 90.0
Actuated g/C Ratio
0.54 0.54 0.14 0.74 0.13 1.00
v/c Ratio
0.23 0.68 0.62 0.29 0.58 0.10
Control Delay
12.2 7.5 26.7 3.9 47.2 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
12.2 7.5 26.7 3.9 47.2 0.1
LOS
B A C A
D A
Approach Delay
9.2 10.3
21.4
Approach LOS
Intersection Summary
A B
C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 65
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 11.1
Intersection LOS: B
Intersection Capacity Utilization 72.4%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
r�
103
20s I
SOs
0 3
F
' �i. n7 �G. l�
u
Oa
s
J
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
3: Erie Parkway
PM Peak
is 7 i t `t T P \► 1 r
Lane Group
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt r � 4 r
Traffic Volume (vph)
185 325 0 0 400 155 560 4 385 0 0 0
Future Volume (vph)
185 325 0 0 400 155 560 4 385 0 0 0
Ideal Flow (vphpl)
1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor
1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850
0.850
Flt Protected
0.950
0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.435
0.950 0.953
Satd. Flow (perm)
810 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
182
418
Link Speed (mph)
35
35
30
30
Link Distance (ft)
630
752
551
731
Travel Time (s)
12.3
14.6
12.5
16.6
Peak Hour Factor
0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
201 353 0 0 435 168 609 4 418 0 0 0
Shared Lane Traffic (°/o)
50%
Lane Group Flow (vph)
201 353 0 0 435 168 304 309 418 0 0 0
Enter Blocked Intersection
No No No No No No No No No No No No
Lane Alignment
Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)
15
9 15
9 15
9 15
9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru
Thru Right Left Thru Right
Leading Detector (ft)
20 100
100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
Cl+Ex
Cl+Ex
Cl+Ex
Detector2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8
2
Permitted Phases
4
Free 2
Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s)
5.0 5.0
5.0
5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings 2042 Background
3: Erie Parkway PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
59.6 59.6 45.1 90.0 18.4 18.4 90.0
Actuated g/C Ratio
0.66 0.66 0.50 1.00 0.20 0.20 1.00
v/c Ratio
0.32 0.15 0.25 0.11 0.89 0.90 0.26
Control Delay
7.7 5.2 13.5 0.1 63.1 64.9 0.4
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
7.7 5.2 13.5 0.1 63.1 64.9 0.4
LOS
A A
B A E E A
Approach Delay 6.1
9.8 38.2
Approach LOS
Intersection Summary
A
A D
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 22.3
Intersection LOS: C
Intersection Capacity Utilization 72.4%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
t .„F„
—111174
r �
p .,I
'
25s
65s
d_ .. e
r .�' —
: .
c.
15s
50
Synchro 11 Report
CSM
HCM 6th TWSC 2042 Background
4: Frontage Road & Storage Access PM Peak
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 3 0 0 6 3 5
Future Vol, veh/h 3 0 0 6 3 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
IS IS
Veh in Median Storage, # 0 - - 0 0
Grade, %
0 - - 0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 3 0 0 7 3 5
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 13 6 8 0 - 0
Stage 1 6
Si M
Stage 2 7
IS IS
.SI IS
Critical Hdwy 6.42 6.22 4.12
SI
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS S
Follow-up Hdwy 3.518 3.318 2.218
M.
Pot Cap -1 Maneuver 1006 1077 1612
M.
Stage 1 1017
Stage 2 1016
Platoon blocked, %
IS
Mov Cap -1 Maneuver 1006 1077 1612
M.
Mov Cap -2 Maneuver 1006
Stage 1 1017
Stage 2 1016
IS IS
Approach
EB NB SB
HCM Control Delay, s 8.6
0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1612 - 1006
HCM Lane V/C Ratio - - 0.003
HCM Control Delay (s) 0 - 8.6
HCM Lane LOS
A - A
HCM 95th %tile Q(veh) 0 - 0
Synchro 11 Report
CSM
HCM 6th TWSC
1: Frontage Road & Erie Parkway
2042 Total
AM Peak
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations ) tt r iii +1,
Traffic Vol, veh/h 0 915 26 133 910
0 6 0 21 0 0 0
Future Vol, veh/h 0 915 26 133 910
0 6 0 21 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
MN M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 995
28 145 989 0 7 0 23 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 989
0 0 1023 0 0 1780 2274 498 1777 2302 495
Stage 1
IS
S.
- 995 995 - 1279 1279
Stage 2
IS
M.
- 785 1279 - 498 1023
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
IS
S.
- 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 1072
- 674
- *96 45 518 97 42 *733
Stage 1
- *262 321 - 375 384
Stage 2
M.
S.
- *691 384 - 523 311
M.
Platoon blocked, % 1
IS
1 1 1 1 1
Mov Cap -1 Maneuver 1072
- 674
- *80 35 518 77 33 *733
Mov Cap -2 Maneuver
- *80 35 - 77 33
Stage 1
M.
S.
- *262 321 - 375 301
Stage 2
IS
IS
- *542 301 - 500 311
Approach EB
WB
NB SB
HCM Control Delay, s
0
1.5 22.6 0
HCM LOS
C A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
234 1072
SI
- 674
HCM Lane V/C Ratio
0.125
- 0.214
HCM Control Delay (s) 22.6 0
- 11.8
0
HCM Lane LOS
C A
IS
S.
B
A
HCM 95th %tile Q(veh)
0.4 0
M.
- 0.8
s SO
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2042 Total
AM Peak
is _. %), i '
t
4\ t t \D ir I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt ic 'iii tt
4 r
Traffic Volume (vph)
0 257 681 565 853 0 0 0 0 115 2 190
Future Volume (vph)
0 257 681 565 853 0 0 0 0 115 2 190
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.953
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Flt Permitted
0.950 0.953
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1775 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
467 207
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 279 740 614 927 0 0 0 0 125 2 207
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 279 740 614 927 0 0 0 0 0 127 207
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2042 Total
AM Peak
t \D
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
45.0 45.0 25.0 70.0 20.0 20.0
Total Split (°/o)
50.0% 50.0% 27.8% 77.8% 22.2% 22.2%
Maximum Green (s)
39.0 39.0 19.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
41.6 41.6 19.2 66.7 11.3 90.0
Actuated g/C Ratio
0.46 0.46 0.21 0.74 0.13 1.00
v/c Ratio
0.17 0.75 0.84 0.35 0.57 0.13
Control Delay
15.2 13.2 34.4 2.6 47.0 0.2
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
15.2 13.2 34.4 2.6 47.0 0.2
LOS
B B C A
D A
Approach Delay
13.8 15.3
18.0
Approach LOS
Intersection Summary
B B
B
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 70
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 15.1
Intersection LOS: B
Intersection Capacity Utilization 79.8%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
un
II 3
25s
45s
1—
F.
Oa
S
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2042 Total
AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
TT TT r 'Pi 4 r
Traffic Volume (vph) 161 211 0 0 793 125 625 4 220 0 0 0
Future Volume (vph)
161 211 0 0 793 125 625 4 220 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.230 0.950 0.953
Satd. Flow (perm)
428 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
182 239
Link Speed (mph)
35 35
30 30
Link Distance (ft)
630 752
551 731
Travel Time (s)
12.3 14.6
12.5 16.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
175 229 0 0 862 136 679 4 239 0 0 0
Shared Lane Traffic (°/o) 50%
Lane Group Flow (vph) 175 229 0 0 862 136 339 344 239 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12 12
12 12
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru Thru Right Left Thru Right
Leading Detector (ft)
20 100 100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8 2
Permitted Phases 4
Free 2 Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s) 5.0 5.0
5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2042 Total
AM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
59.0 59.0 44.7 90.0 19.0 19.0 90.0
Actuated g/C Ratio
0.66 0.66 0.50 1.00 0.21 0.21 1.00
v/c Ratio
0.43 0.10 0.49 0.09 0.96 0.97 0.15
Control Delay
15.1 6.3 16.4 0.1 75.5 77.9 0.2
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
15.1 6.3 16.4 0.1 75.5 77.9 0.2
LOS
B A
B A E E A
Approach Delay 10.1
14.2 56.9
Approach LOS
Intersection Summary
B
B E
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 30.4
Intersection LOS: C
Intersection Capacity Utilization 79.8%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
t .„F„
—111174
r �
p .,I
'
25s
65s
d_ .. e
r .�' —
: .
c.
15s
50
Synchro 11 Report
CSM
HCM 6th TWSC
4: Frontage Road & Storage Access
2042 Total
AM Peak
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 1 0 0 24 154 2
Future Vol, veh/h 1 0 0 24 154 2
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 1 0 0 26 167 2
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 194 168 169
0
0
Stage 1 168
S IS
Si
Stage 2 26
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 795 876 1409
M.
Stage 1 862
Stage 2 997
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 795 876 1409
M.
Mov Cap -2 Maneuver 795
Stage 1 862
S.
Stage 2 997
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 9.5 0
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1409
- 795
HCM Lane V/C Ratio
- 0.001
S.
HCM Control Delay (s)
0 - 9.5
Si
HCM Lane LOS
A
IS
A
IS
HCM 95th %tile Q(veh)
0
0
Synchro 11 Report
CSM
HCM 6th TWSC
5: Frontage Road & Site Access
2042 Total
AM Peak
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 21 0 0 3 3 151
Future Vol, veh/h 21 0 0 3 3 151
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 23 0 0 3 3 164
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 88 85 167 0
0
Stage 1 85
Si
Stage 2 3
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
S IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 913 974 1411
M.
Stage 1 938
Stage 2 1020
S.
Platoon blocked, %
IS
SI
Mov Cap -1 Maneuver 913 974 1411
Mov Cap -2 Maneuver 913
Stage 1 938
Si
Stage 2 1020
IS IS
IS
Approach
EB NB
SB
HCM Control Delay, s 9 0
0
HCM LOS
A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h)
1411 - 913
HCM Lane V/C Ratio
IS
- 0.025
HCM Control Delay (s)
0 - 9
HCM Lane LOS
A - A
S.
IS
HCM 95th %tile Q(veh)
0 - 0.1
Synchro 11 Report
CSM
HCM 6th TWSC
1: Frontage Road & Erie Parkway
2042 Total
PM Peak
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations II tt r iii +1,
Traffic Vol, veh/h 0 1080 25 29 825
0 25 0 121 0 0 0
Future Vol, veh/h 0 1080 25 29 825
0 25 0 121 0 0 0
Conflicting Peds, #/hr 0
0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized
- None
- None
- None - None
Storage Length 0
0 0
BM M
Veh in Median Storage, # - 0
0
0 - - 0
M.
Grade, %
0
0
0 - - 0
Peak Hour Factor 92
92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2
2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1174
27 32 897 0 27 0 132 0 0 0
Major/Minor Major1
Major2
Minor1 Minor2
Conflicting Flow All 897
0 0 1201 0 0 1687 2135 587 1548 2162 449
Stage 1
IS
MP
- 1174 1174 - 961 961
Stage 2
S.
- 513 961 - 587 1201
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
S.
- 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 1120
- 577
- *109 58 453 152 55 *767
Stage 1
- *204 264 - 617 564
M.
Stage 2
M.
S.
- *723 564 - 463 256
M.
Platoon blocked, % 1
IS
1 1 1 1 1
Mov Cap -1 Maneuver 1120
- 577
- *104 55 453 104 52 *767
Mov Cap -2 Maneuver
- *104 55 - 104 52
Stage 1
M.
S.
- *204 264 - 617 533
Stage 2
IS IS
- *683 533 - 329 256
Approach EB
WB
NB SB
HCM Control Delay, s 0
0.4 31.8 0
HCM LOS
D A
Minor Lane/Major Mvmt
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
288 1120
SI
- 577
HCM Lane V/C Ratio
0.551
- 0.055
HCM Control Delay (s) 31.8 0
- 11.6
0
HCM Lane LOS
D A
IS
S.
B
A
HCM 95th %tile Q(veh)
3.1 0
M.
- 0.2
Notes
�: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2042 Total
PM Peak
k- 4 t \ •
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r '�� tt
4 r
Traffic Volume (vph)
0 441 760 270 702 0 0 0 0 115 5 152
Future Volume (vph)
0 441 760 270 702 0 0 0 0 115 5 152
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt
0.850 0.850
Flt Protected
0.950 0.954
Satd. Flow (prot)
0 3539 1583 3433 3539 0 0 0 0 0 1777 1583
Flt Permitted
0.950 0.954
Satd. Flow (perm)
0 3539 1583 3433 3539 0 0 0 0 0 1777 1583
Right Turn on Red
Yes Yes
Yes Yes
Satd. Flow (RTOR)
568 182
Link Speed (mph)
35 35
35 35
Link Distance (ft)
580 630
617 486
Travel Time (s)
11.3 12.3
12.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
0 479 826 293 763 0 0 0 0 125 5 165
Shared Lane Traffic (°/o)
Lane Group Flow (vph)
0 479 826 293 763 0 0 0 0 0 130 165
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
24 24
0 0
Link Offset(ft)
0 0
0 0
Crosswalk Width(ft)
16 16
16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors
2 1 1 2
1 2 1
Detector Template
Thru Right Left Thru Left Thru Right
Leading Detector (ft)
100 20 20 100 20 100 20
Trailing Detector (ft)
0 0 0 0
0 0 0
Detector 1 Position(ft)
0 0 0 0
0 0 0
Detector 1 Size(ft)
6 20 20 6
20 6 20
Detector 1 Type
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94
94 94
Detector 2 Size(ft) 6
6 6
Detector 2 Type Cl+Ex
Cl+Ex Cl+Ex
Detector2 Channel
Detector 2 Extend (s) 0.0
0.0 0.0
Turn Type
NA Perm Prot NA Perm NA Free
Protected Phases 4 3 8 6
Permitted Phases 4
6 Free
Detector Phase
4 4 3 8
6 6
Switch Phase
Minimum Initial (s)
5.0 5.0 5.0 5.0 5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
2: Erie Parkway & SB Off Ramp
2042 Total
PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s)
24.0 24.0 11.0 24.0 26.0 26.0
Total Split (s)
50.0 50.0 20.0 70.0 20.0 20.0
Total Split (°/o)
55.6% 55.6% 22.2% 77.8% 22.2% 22.2%
Maximum Green (s)
44.0 44.0 14.0 64.0 14.0 14.0
Yellow Time (s)
4.0 4.0 4.0 2.0 4.0 4.0
All -Red Time (s)
2.0 2.0 2.0 4.0 2.0 2.0
Lost Time Adjust (s)
0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)
6.0 6.0 6.0 6.0 6.0
Lead/Lag Lag Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Vehicle Extension (s)
3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode
C -Max C -Max None C -Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0
0 0
Act Effct Green (s)
48.2 48.2 12.4 66.6 11.4 90.0
Actuated g/C Ratio
0.54 0.54 0.14 0.74 0.13 1.00
v/c Ratio
0.25 0.74 0.62 0.29 0.58 0.10
Control Delay
12.4 10.1 26.4 3.9 47.2 0.1
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
12.4 10.1 26.4 3.9 47.2 0.1
LOS
B B C A
D A
Approach Delay
10.9 10.2
20.9
Approach LOS
Intersection Summary
B B
C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green
Natural Cycle: 65
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 11.7
Intersection LOS: B
Intersection Capacity Utilization 76.4%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 2: Erie Parkway & SB Off Ramp
0 5
20s I
SOs
1—
! yb
F
' P. n7 �G. l�
I
O a
s
1
J
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2042 Total
PM Peak
7 t `t T P \► 1
Lane Group
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt r 4 r
Traffic Volume (vph)
224 332 0 0 401 155 571 4 385 0 0 0
Future Volume (vph)
224 332 0 0 401 155 571 4 385 0 0 0
Ideal Flow (vphpl)
1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor
1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00
Frt
0.850
0.850
Flt Protected
0.950
0.950 0.953
Satd. Flow (prot)
1770 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Flt Permitted
0.434
0.950 0.953
Satd. Flow (perm)
808 3539 0 0 3539 1583 1681 1686 1583 0 0 0
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
182
418
Link Speed (mph)
35
35
30
30
Link Distance (ft)
630
752
551
731
Travel Time (s)
12.3
14.6
12.5
16.6
Peak Hour Factor
0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)
243 361 0 0 436 168 621 4 418 0 0 0
Shared Lane Traffic (°/o)
50%
Lane Group Flow (vph)
243 361 0 0 436 168 310 315 418 0 0 0
Enter Blocked Intersection
No No No No No No No No No No No No
Lane Alignment
Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)
15
9 15
9 15
9 15
9
Number of Detectors
1 2
2 1 1 2 1
Detector Template
Left Thru
Thru Right Left Thru Right
Leading Detector (ft)
20 100
100 20 20 100 20
Trailing Detector (ft)
0 0
0 0 0 0 0
Detector 1 Position(ft)
0 0
0 0 0 0 0
Detector 1 Size(ft)
20 6
6 20 20 6 20
Detector 1 Type
Cl+Ex Cl+Ex
Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)
0.0 0.0
0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
Cl+Ex
Cl+Ex
Cl+Ex
Detector2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
pm+pt NA
NA Free Perm NA Free
Protected Phases
7 4
8
2
Permitted Phases
4
Free 2
Free
Detector Phase
7 4
8
2 2
Switch Phase
Minimum Initial (s)
5.0 5.0
5.0
5.0 5.0
Synchro 11 Report
CSM
Lanes, Volumes, Timings
3: Erie Parkway
2042 Total
PM Peak
7 t `t T P \► 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minimum Split (s) 11.0 24.0
24.0 24.0 24.0
Total Split (s) 15.0 65.0
50.0 25.0 25.0
Total Split (°/o) 16.7% 72.2%
55.6% 27.8% 27.8%
Maximum Green (s) 9.0 59.0
44.0 19.0 19.0
Yellow Time (s) 4.0 4.0
4.0 4.0 4.0
All -Red Time (s) 2.0 2.0
2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0
0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0
6.0 6.0 6.0
Lead/Lag
Lead Lag
Lead -Lag Optimize?
Yes Yes
Vehicle Extension (s) 3.0 3.0
3.0 3.0 3.0
Recall Mode None C -Max
C -Max None None
Walk Time (s) 7.0
7.0 7.0 7.0
Flash Dont Walk (s) 11.0
11.0 11.0 11.0
Pedestrian Calls (#/hr)
0 0 0 0
Act Effct Green (s)
59.5 59.5 44.8 90.0 18.5 18.5 90.0
Actuated g/C Ratio
0.66 0.66 0.50 1.00 0.21 0.21 1.00
v/c Ratio
0.39 0.15 0.25 0.11 0.90 0.91 0.26
Control Delay
8.7 5.1 13.6 0.1 64.9 66.9 0.4
Queue Delay
0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay
8.7 5.1 13.6 0.1 64.9 66.9 0.4
LOS
A A
B A E E A
Approach Delay 6.6
9.9 39.7
Approach LOS
Intersection Summary
A
A D
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green
Natural Cycle: 60
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 22.8
Intersection LOS: C
Intersection Capacity Utilization 76.4%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Erie Parkway
t .„F„
—111174
r �
p .,I
'
25s
65s
d_ .. e
r .�' —
: .
c.
15s
50
Synchro 11 Report
CSM
HCM 6th TWSC
4: Frontage Road & Storage Access
2042 Total
PM Peak
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 3 0 0 137 25 5
Future Vol, veh/h 3 0 0 137 25 5
Conflicting Peds, #/hr 0 0 0
0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
M IS
IS
Veh in Median Storage, # 0
0 0
Grade, % 0
0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2
2 2 2
Mvmt Flow 3 0 0 149 27 5
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 179 30 32
0
0
Stage 1 30
Si
Stage 2 149
M IS
IS
IS
Critical Hdwy 6.42 6.22 4.12
SI
S.
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS
Follow-up Hdwy 3.518 3.318 2.218
M.
S.
Pot Cap -1 Maneuver 811 1044 1580
M.
Stage 1 993
Stage 2 879
S.
Platoon blocked, %
IS
Mov Cap -1 Maneuver 811 1044 1580
M.
Mov Cap -2 Maneuver 811
Stage 1 993
S.
Stage 2 879
M IS
IS
IS
Approach
EB NB
SB
HCM Control Delay, s 9.5 0
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1580
- 811
HCM Lane V/C Ratio
- 0.004
S.
HCM Control Delay (s)
0 - 9.5
Si
HCM Lane LOS
A
IS
A
IS
HCM 95th %tile Q(veh)
0
0
Synchro 11 Report
CSM
HCM 6th TWSC
5: Frontage Road & Site Access
2042 Total
PM Peak
Intersection
Int Delay, s/veh 7.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations y 4 1+
Traffic Vol, veh/h 131 0 0 6 3 22
Future Vol, veh/h 131 0 0 6 3 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
IS IS
Veh in Median Storage, # 0 - - 0 0
Grade, %
0 - - 0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 142 0 0 7 3 24
Major/Minor
Minor2 Major1 Major2
Conflicting Flow All 22 15 27 0 - 0
Stage 1 15
Si M
Stage 2 7
IS IS
.SI IS
Critical Hdwy 6.42 6.22 4.12
SI
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
IS S
Follow-up Hdwy 3.518 3.318 2.218
M.
Pot Cap -1 Maneuver 995 1065 1587
M.
Stage 1 1008
Stage 2 1016
Platoon blocked, %
IS
Mov Cap -1 Maneuver 995 1065 1587
M.
Mov Cap -2 Maneuver 995
Stage 1 1008
Si M
Stage 2 1016
IS IS
.SI IS
Approach
EB NB SB
HCM Control Delay, s 9.2
0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1587 - 995
HCM Lane V/C Ratio - - 0.143
HCM Control Delay (s) 0 - 9.2
HCM Lane LOS
A - A
HCM 95th %tile Q(veh) 0 - 0.5
Synchro 11 Report
CSM
COLORADO DEPARTMENT OF TRANSPORTATION
STATE HIGHWAY ACCESS PERMIT APPLICATION
Issuing authority application
acceptance date:
Instructions: - Contact the Colorado Department of Transportation (CDOT)
- Contact the issuing authority to determine what plans and
- Complete this form (some questions may not apply to you)
Please print - Submit an application for each access affected.
Or type - If you have any questions contact the issuing authority.
- For additional information see CDOT's Access Management
or your local government to determine your issuing authority.
other documents are required to be submitted with your application.
and attach all necessary documents and Submit it to the issuing authority.
website at https://www.codot.gov/business/permits/accesspermits
1) Property owner (Permittee)
R&N Properties, LLC
2) Applicant or Agent for permittee (if different from property owner)
LSC Transportation Consultants, Inc.
C%1a'eGr-
Street address
14101 E 33rd Place, Ste F
Mailing address
1889 York Street
City, state & zip
Aurora, CO 80011
Phone#
303-993-0162
City, state & zip
Denver, CO 80206
Phone#(required)
303-333-1105
E-mail address
nate@empireroofiing.com
E-mail address if available
chris@lsctrans.com
3) Address of property to be served by permit (required)
2497 & 2507 W I25 Frontage Rd
4) Legal description of property: If within jurisdictional limits of Municipality, city and/or County, which one?
county subdivision block lot section township range
Weld I I I 122 I 01N I 68W
5) What State Highway are you requesting access from?
I-25 Frontage Road (west)
6) What side of the highway?
N S
W
E ■
7) How many feet is the proposed access from
the nearest mile post?
How many feet is the proposed access from the nearest cross street?
2,600 +/— feet ON n S ME W) from: Erie Parkway
N/A feet ON M S • E W) from:
8) What is the approximate date you intend to begin construction?
5/1/2023
9) Check here if you are requesting a:
anticipated: ) improvement to existing access
removal of access Oelocation of an existing access (provide detail)
■ new access temporary access (duration
change in access use
10) Provide existing property use
Agriculture
11) Do you have knowledge of any State Highway
access permits serving this property, or adjacent properties in which you have a property interest?
permit number(s) and provide copies: and/or, permit date:
no yes, if yes - what are the
12) Does the property owner own or have any
interests in any adjacent property?
no yes, if yes - please describe:
13) Are there other existing or dedicated public
streets, roads, highways or access easements bordering or within the property?
your plans and indicate the proposed and existing access points.
no yes, if yes - list them on
14) If you are requesting agricultural field access - how many acres will the access serve?
N/A
15) If you are requesting commercial or industrial access please indicate the types and number of businesses and provide the floor area square footage of each.
business/land use square footage business square footage
Office 21,000
Light Industrial 189,000
16) If you are requesting residential developement access, what is the type (single family, apartment, townhouse) and number of units?
type number of units type number of units
N/A
17) Provide the following vehicle count estimates for vehicles that will use the access. Leaving the property then returning is two counts.
Indicate if your counts are
# of passenger cars and light trucks at peak hour volumes
130
# of multi unit trucks at peak hour volumes
20
• peak hour volumes or average daily volumes.
# of single unit vehicles in excess of 30 ft.
22
# of farm vehicles (field equipment)
Total count of all vehicles
172
Previous editions are obsolete and may not be used
Page 1 of 2 CDOT Form #137 12/18
18) Check with the issuing authority to determine which of the following documents are required to complete the review of your application.
a) Property map indicating other access, bordering roads and streets. e) Subdivision, zoning, or development plan.
b) Highway and driveway plan profile. f) Proposed access design.
c) Drainage plan showing impact to the highway right-of-way. g) Parcel and ownership maps including easements.
d) Map and letters detailing utility locations before and after h) Traffic studies.
development in and along the right-of-way. i) Proof of ownership.
1- It is the applicant's responsibility to contact appropriate
their activities. Such clearances may include Corps of Engineers
permits, or ecological, archeological, historical or cultural
Information Summary presents contact information for agencies
prohibited discharges, and may be obtained from Regional
CDOT Planning/Construction-Environmental-Guidance webpage:
resources/guidance-standards/environmental-clearances-info-summary-august-2017/view
agencies and obtain all environmental clearances that apply to
404 Permits or Colorado Discharge Permit System
resource clearances. The CDOT Environmental Clearances
administering certain clearances, information about
CDOT Utility/Special Use Permit offices or accessed via the
https://www.codot.gov/programs/environmental/
health policies/
- including, but not
and 29 CFR Part 1926
hearing protection,
in regulation. At a
the following personal
2); head protection
is danger of injury to
1926.95, and
the standard shall
by the Access Board
and prescribe the use
Plans and can be
2- All workers within the State Highway right of way shall comply with their employer's safety and
procedures, and all applicable U.S. Occupational Safety and Health Administration (OSHA) regulations
limited to the applicable sections of 29 CFR Part 1910 - Occupational Safety and Health Standards
- Safety and Health Regulations for Construction.
Personal protective equipment (e.g. head protection, footwear, high visibility apparel, safety glasses,
respirators, gloves, etc.) shall be worn as appropriate for the work being performed, and as specified
minimum, all workers in the State Highway right of way, except when in their vehicles, shall wear
protective equipment: High visibility apparel as specified in the Traffic Control provisions of the documentation
accompanying the Notice to Proceed related to this permit (at a minimum, ANSI/ISEA 107-1999, class
that complies with the ANSI Z89.1-1997 standard; and at all construction sites or whenever there
feet, workers shall comply with OSHA's PPE requirements for foot protection per 29 CFR 1910.136,
1926.96. If required, such footwear shall meet the requirements of ANSI Z41-1999.
Where any of the above -referenced ANSI standards have been revised, the most recent version of
apply.
3- The Permittee is responsible for complying with the Revised Guidelines that have been adopted
under the American Disabilities Act (ADA). These guidelines define traversable slope requirements
of a defined pattern of truncated domes as detectable warnings at street crossings. The new Standards
found on the Design and Construction Project Support web page at:
https://www.codot.gov/business/civilrights/ada/resources-engineers
If an access permit is issued to you, it will state the terms and conditions for its use. Any changes in the use of the
permitted access not consistent with the terms and conditions listed on the permit may be considered a violation of the
permit.
The applicant declares under penalty of perjury in the second degree, and any other applicable state or federal
laws, that all information provided on this form and submitted attachments are to the best of their knowledge
true and complete.
I understand receipt of an access permit does not constitute permission to start access construction work.
Applicant or Agent f Permittee signature
,' !'
i
Print name
Christopher S. McGranahan
Date
11/09/22
If the appficant i---not the owner of the property, we require this application also to be signed by the property owner or
their tegally authorized representative (or other acceptable written evidence). This signature shall constitute agreement
with this application by all owners -of -interest unless stated in writing. If a permit is issued, the property owner, in most
cases, will be listed the permittee.
Property o sign re
Print name
Nate Hewson
Date
11/09/22
Previous editions are obsolete and may not be used
Page 2 of 2 CDOT Form #137 12/18
INSTRUCTIONS FOR COMPLETING APPLICATION FOR ACCESS PERMIT
(CDOT FORM NO. 137)
December 2018
To construct, relocate, close, or modify access(es) to a State Highway or when there are changes in use of
such access point(s), an application for access permit must be submitted to the Colorado Department of
Transportation (CDOT) or the local jurisdiction serving as the issuing authority for State Highway Access
Permits. Contact the CDOT Regional Access Unit in which the subject property is located to determine
where the application must be submitted. The following link will help you determine which CDOT Region
office to contact:
https://www.codot.gov/business/permits/accesspermits/regional-offices.html
All applications are processed and access permits are issued in accordance to the requirements and
procedures found in the most current version of the State Highway Access Code (Access Code). Code
and the application form are also available from CDOT' s web site at:
https://www.codot.gov/business/permits/accesspermits
Please complete all information requested accurately. Access permits granted based on applications found
to contain false information may be revoked. An incomplete application will not be accepted. If additional
information, plans and documents are required, attach them to the application. Keep a copy of your
submittal for your records. Please note that only the original signed copy of the application will be accepted.
Do not send or enclose any permit fee at this time. A permit fee will be collected if an access permit is
issued. The following is a brief description of the information to be provided on each enumerated space on
the application form (CDOT Form 137, 2010).
1. Property Owner (Permittee): Please provide the full name, mailing address and telephone
number and the E-mail address (if available) of the legal property owner (owner of the surface rights).
Please provide a telephone number where the Permittee can be reached during business hours (8:00
a.m. to 5:00 p.m.). Having a contract on the property is not a sufficient legal right to that property for
purposes of this application. If the access is to be on or across an access easement, then a copy of the
easement MUST accompany this application. If federal land is involved, provide the name of the
relevant federal agency AND attach copy of federal authorization for property use.
2. Agent for permittee: If the applicant (person completing this application) is different than the
property owner (Permittee), provide entity name (if applicable), the full name of the person serving as
the Agent, mailing address, telephone number, and the E-mail address (if available). Please provide a
telephone number where the Agent can be reached during business hours (8:00 a.m. to 5:00 p.m.).
Joint applications such as owner/lessee may be submitted. Corporations must be licensed to do business
in Colorado: All corporations serving as, or providing, an Agent as the applicant must be licensed to do
business in Colorado.
Instructions for completing Application for Access Permit (CDOT Form #137), 12/18
Page 1
3. Address of Property to be Served: Provide if property to be served has an official street
address. If the access is a public road, note the name (or future name) of the road.
4. Legal Description of Property: Fill in this item to the extent it applies. This information is
available at your local County Courthouse, or on your ownership deed(s). A copy of the deed may be
required as part of this application in some situations. To determine applicability, check with the
CDOT's Regional Access Manager or issuing authority staff.
5. State Highway: Provide the State Highway number from which the access is requested.
6. Highway Side: Mark the appropriate box to indicate what side of the highway the requested
access is located.
7. Access Mile Point: Without complete information, we may not be able to locate the proposed
access. To obtain the distance in feet, drive the length between the mile point and the proposed access,
rounding the distance on the odometer to the nearest tenth of a mile; multiply the distance by 5,280 feet
to obtain the number of feet from the mile point. Then enter the direction (i.e. north, south, east, west)
from the mile point to the proposed access. Finally, enter the mile point number. It is helpful in rural or
undeveloped areas if some flagging is tied to the right-of-way fence at the desired location of the access.
Also, if there is a cross street or road close to the proposed access, note the distance in feet (using the
same procedures noted above) from that cross street or road.
8. Access Construction Date: Fill in the date on which construction of the access is planned to
begin.
9. Access Request: Mark items that apply. More than one item may be checked.
10. Existing property use: Describe how the property is currently being used. For example,
common uses are Single Family Residential, Commercial or Agricultural.
11. Existing Access: Does the property have any other legal alternatives to reach a public
road other than the access requested in this application? Note the access permit number(s) for any
existing state highway access point(s) along with their issue date(s). If there are no existing access
point(s), mark the "no" box.
12. Adjacent Property: Please mark the appropriate box. If the "yes" box is marked, provide a
brief description of the property (location of the property in relation to the property for which this
access application is being made).
13. Abutting Streets: If there are any other existing or proposed public roads or easements
abutting the property, they should be shown on a map or plan attached to this application.
14. Agricultural Acres: Provide number of acres to be served.
Instructions for completing Application for Access Permit (CDOT Form #137), 12/18
Page 2
15. Access Use: List the land uses and square footage of the site as it will be when it is fully
developed. The planned land uses as they will be when the site is fully developed are used to project
the amount of traffic that the site will generate, peak hour traffic levels and the type of vehicles that can
be expected as a result of the planned land uses. There may be exceptional circumstances that would
allow phased installation of access requirements. This is at the discretion of the CDOT Regional Access
Unit or issuing authority staff.
16. Estimated Traffic Count: Provide a reasonable estimate of the traffic volume expected to use
the access. Note the type of vehicles that will use the access along with the volume (number of vehicles
in and out at either the peak hour or average daily rates) for each type of vehicle. A vehicle leaving the
property and then returning counts as two trips. If 40 customers are expected to visit the business daily,
there would be 80 trips in addition to the trips made by all employees and other visitors (such as
delivery and trash removal vehicles). If the PDF on-line version of this application is being used, the
fields for each type of vehicle will automatically be added together to populate the last field on the page.
17. Documents and Plans: The CDOT Regional Access Manager or issuing authority staff will
determine which of these items must be provided to make the application complete. Incomplete
applications will not be accepted. If an incomplete application is received via U.S. mail or through
means other than in the hand of the Access Manager or issuing authority staff, it will not be processed.
It is the responsibility of the applicant to verify with the CDOT Regional Access Manager or
issuing authority staff whether the application is complete at the time of submission.
Signature: Generally, if the applicant is not the property owner, then the property owner or a legally
authorized representative must sign the application. With narrow exceptions, proof of the property
owner's consent is required to be submitted with the application (proof may be a power of attorney or a
similar consent instrument). The CDOT Regional Access Manager or issuing authority staff will
determine if the exception provided in the Access Code (2.3 (3) (b)) is applicable.
If CDOT is the issuing authority for this application, direct your questions to the CDOT Regional Access
Manager or the issuing authority staff serving the subject property.
https://www.codot.gov/business/permits/accesspermits/regional-offices.html
If the application is accepted, it will be reviewed by the CDOT Regional Access Manager or the issuing
authority staff. If an Access Permit is issued, be sure to read all of the attached Terms and Conditions
before signing and returning the Access Permit. The Terms and Conditions may require that additional
information be provided prior to issuance of the Notice to Proceed.
The CDOT Regional Access Manager (or issuing authority staff) MUST be contacted prior to commencing
work on any Access Permit project. A Notice to Proceed that authorizes the Permittee to begin
access related construction MUST be issued prior to working on the access in the State Highway
right-of-way. The Notice to Proceed may also have Terms and Conditions that must be fulfilled before
work may begin on the permitted access.
Instructions for completing Application for Access Permit (CDOT Form #137), 12/18
Page 3
Weld County Treasurer
Statement of Taxes Due
Account Number R0068391
Assessed To
Parcel 146722400011
RICKERS CLAY M
2507 W 125 FRONTAGE RD
ERIE. CO 80516-8302
Legal Description
PT SE4 22-1-68 LOT A REC EXEMPT RE -1300 EXC OG&M
Situs Address
2507 W INTERSTATE 25 FRONTAGE
RD WELD
Year Tax
Tax Charge
2021
Interest
Fees
Payments Balance
$3,634.56 $0.00 $0.00 ($3,634.56) $0.00
Total Tax Charge
Grand Total Due as of 08/02/2022
Tax Billed at 2021 Rates for Tax Area 5124 - 5124
Authority
WELD COUNTY
SCHOOL DIST REIJ
NORTHERN COLORADO WATER
(NC
CENTRAL COLORADO WATER
(CCW
CENTRAL COLORADO WATER
SUBD
MOUNTAIN VIEW FIRE
HIGH PLAINS LIBRARY
Taxes Billed 2021
* Credit Levy
Mill Levy
15.0380000*
57.3580000*
1.0000000
1.4040000
Amount Values
$566.79
$2,161.82
$37 69
$52.92 Total
2.1890000 $82.50
16.2470000
3.1970000
$612.35
$120.49
96.4330000 $3,634.56
SINGLE FAM.RES -
LAND
SINGLE FAM.RES-
IMPROVEMTS
$0.00
$0.00
Actual Assessed
$188,951 $13,510
$338,173 $24,180
$527,124 $37,690
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE
LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES.
CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE
FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1
TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK.
POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND
PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH.
Weld County Treasurer's Office
1400 N 17th Avenue
PO Box 458
Greeley, CO 80632
Phone: 970-400-3290
Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due
issued by the Weld County Treasurer are evidence that as of this date, all current and prior year
taxes related to this parcel have been paid in full.
Signed:
/6 21)01,),
Date: 0V' i A1acq
1400 N. 17th Avenue, Greeley, CO 80631. PO Box 458, Greeley, CO 80632. (970) 400-3290 Page 1 of 1
Weld County Treasurer
Statement of Taxes Due
Account Number R2581603
Assessed To
Parcel I46722400034
RICKERS HENRY JAMES FAMILY TRUST
2497 W 125 FRONTAGE RD
FRIF. CO 80516-8302
Legal Description Situs Address
PT N2SE4 22-1-68 EXC BEG E4 COR OF SEC N89D58'W 1101 44' TO POB N89D58'W 250 5' S0D0I'W 260 85' S89D58'E 250 5' 2497 W INTERSTATE 25 FRONTAGE RD WELD
N0D01'E 260 85' TO BEG EXC E 100' ALSO EXC BEG E4 COR SEC S89D35'W 470 42' TO POB N89O35'E 64 89' TO NLY R/W BULL
CANAL TH ALG SD R/W S41O29'W 69 12' S44D01'W 101 62' S48O42'W 235 22' S45D1 Additional Legal on File
Year
Tax Charge
2021 $3299.94
Tax Interest
Total Tax Charge
Grand Total Due as of 08/02/2022
Tax Billed at 2021 Rates for Tax Area 5124 - 5124
Authority
WELD COUNTY
SCHOOL DIST REIJ
NORTHERN COLORADO WATER
(NC
CENTRAL COLORADO WATER
(CCW
CENTRAL COLORADO WATER
SUBD
MOUNTAIN VIEW FIRE
HIGH PLAINS LIBRARY
Taxes Billed 2021
* Credit Levy
Mill Levy
15.0380000*
57.3580000*
1 0000000
1.4040000
2.1890000
16.2470000
3.1970000
Fees
Payments Balance
$0.00 $0.00 ($3.299.941
Amount
$514.60
$1,962.79
$34.22
$48.05
$74.91
$555.97
$109.40
96 4330000 $3,299.94
$0.00
$0.00
$0.00
Values Actual Assessed
AG -FLOOD $36,297 $10,530
IRRRIGATED LAND
AG -GRAZING LAND $130 $40
FARM/RANCH $291,778 $20,860
RESIDENCE -IMPS
OTHER BLDGS.- $9,620 $2,790
AGRICULTURAL
Total
$337,825 $34,220
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE
LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES.
CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE
FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1.
TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK.
POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND
PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH.
Weld County Treasurer's Office
1400 N 17th Avenue
PO Box 458
Greeley, CO 80632
Phone: 970-400-3290
Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due
issued by the Weld County Treasurer are evidence that as of this date, all current and prior year
taxes related to this parcel have been paid in full.
Signed:
Date: D ?ia
1400 N. 17th Avenue, Greeley, CO 80631. PO Box 458, Greeley, CO 80632. (970) 400-3290 Page 1 of 1
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