HomeMy WebLinkAbout20220396.tiffDEPARTMENT OF PLANNING SERVICES
1555 N 17th Ave, Greeley, CO 80631
Phone (970) 400-6100 Fax (970) 304-6498
USE BY SPECIAL REVIEW (MINING OPERATION) APPLICATION
FOR PLANNING DEPARTMENT USE DATE RECEIVED:
RECEIPT # /AMOUNT # 1$ CASE # ASSIGNED:
APPLICATION RECEIVED BY PLANNER ASSIGNED:
To be completed by APPLICANT is accordance with procedural guide requirements:
1. I (we), the undersigned, hereby request a hearing before the Weld County Planning Commission concerning a
proposed sand & gravel (gravel, coal, borrow pit, etc.) mining operation for the following described
unincorporated area of Weld County:
Legal Description Part of , Section 7 , Township 8 North, Range 65 West
Flood Plain: n/a Zone District: X , Total Acreage: 522 , Overlay District: Weld
Geological Hazard: n/a Airport Overlay District: nla
2. Surface owner(s) of area of land described
Name: North Weld Gravel RLLP
Address: 13480 CR 100 Phone: 970-897-2252
Name: Address: Nunn, CO 80648 Phone:
3. Owner(s) of mineral rights or substance to be mined
4
Name: North Weld Gravel RLLP
Name:
Applicant's name: C&H Aggregate, LLC
Address; 46335 CR 39, Nunn, CO 80648
Address: 13480 CR 100 Phone: 970-897-2252
Address: Nunn, CO 80648 Phone:
Email Address_derek@chexcavation.com
5. Identify any prior permits for mining held by applicant or affiliated person:
SUP -298
Phone: 970-834-2247
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. Signatures of all fee owners
of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must
be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that
the signatory has to legal authority to sign for the corporation.
A i / 2f
ignature: wner or Authorized Agent Date Sign er or Authorized Agent ate
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH 17T" AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM FOR BUILDING, PLANNING AND
HEALTH DEPARTMENT PERMITS AND SERVICES
I, (We), X10 �`-� �t�P�l� rsteY L L give permission to Applegate Group, Inc.
(Owner — please print) (Applicant/Agent — please print)
to apply for any Planning, Building or Health Department permits or services on our behalf, for the property
located at (address or parcel number):
055107000018 and 055107000019
Legal Description:
Subdivision Name: n/a
a
of Section 7, Township__8__N, N, Range 65_w
5 W
Property Owners Information: North Weld Gravel RLLP
Lot Block
Phone:j�9o) 7-2s E-mail: �b��� ,o
Applicant/Agent Contact Information: Derek Daniels (C&H Aggregates)
Phone: (970) 834-2247 E -Mail: derek@chexcavatiorj.com
Email correspondence to be sent to: Owner Applicant/Agent
Postal service correspondence to be sent to: (choose only one) Owner
Additional Info:
Both X
Applicant/Agent X
Owner Signature: Date: - / - 2.
Owner Signature: Date:
-_.. _ _ -
June 202 I
AG File 18-136
. ; Applegate
SOLUTIONS Group, Inc.
43646 WCR 45 WoterResomre AdW�iif�rthe West
Ault CO, 80610 www.applegategroup.com
303-452-6611
ITEM 1
APPLICATION FORM
See attached Use by Special Review (USR) application for a mining operation. The purpose of this USR
application is to amend and expand the North Weld Gravel Pit that is currently authorized by Weld County
Special Use Permit (SUP) 298. The North Weld Gravel Pit and the recent expansion were approved by the
Division of Reclamation, Mining, and Safety (DRMS) under DRMS Permit No. M-1976-018. It was the
subject of a pre -application USR consultation under PRE21-0087.
The purpose of the proposed expansion of the North Weld Gravel Pit is to allow C&H Aggregates to
continue providing aggregate material to Colorado and the region. The site will be mined dry using
excavators and loaders; material processing (including crushing and sorting) will occur onsite before the
processed materials is hauled off site. The mine will encompass 522 acres of Section 7, Township 8 North,
Range 65 West of the 6t" P.M. in Weld County, Colorado. The site will be mined in 5 distinct phases. The
size of the phases vary from 22 acres to 126 acres. The depth of the resource is approximately 24' below
surface grade. C&H Aggregates anticipates mining approximately 800,000 tons of material per year, with
each phase being mined for approximately 5 years (depending on market conditions). The lift of the mint
is expected to be roughly 20 years (again, depending on market conditions). No slurry walls or compacted
clay liners will be necessary, as C&H Aggrcgatcs dots not anticipate mining into the groundwater table.
The overburden material extends to approximately 6' below surface grade. The expansion to the existing
North Weld Gravel Pit will benefit the County by providing construction materials at an economic cost,
providing local jobs, and generating tax revenue for County programs.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
ITEM 3
QUESTIONNAIRE
C&H Aggregates is planning to enlarge the existing sand and gravel mint located in Section 7, Township
8 North, Range 65 West of the 6th P.M. in Weld County, Colorado. The existing North Weld Gravel Pit
encompasses 80 acres in the East V2 of the Northeast '/4 of Section 7 and is authorized by Weld County
SUP -298. By this permit amendment application, C&H Aggregates is seeking to add an additional
approximately 442 acres in Section 7, for a new total permitted acreage of approximately 522 acres all
located within that Section. The amended permit area will encompass Weld County Parcel Nos.
055107000018 and 055107000019. The North Weld Gravel Pit may also accept material from other mints
for processing, such as from the adjacent Lone Tree Creek Pit (USR1 1-0020).
Please see the answers to all of Weld County's Use by Special Review application questions below.
A detailed description of the method of mining operation
a. The structures to be erected on site will include a scale house and processing equipment
for sorting, crushing, stockpiling, and loading of material. Such processing equipment will
include conveyors, screcners, crushers, and generators.
b. The maximum number of employees anticipated to be on site is 12 at any one time. The
hours of operation are planned to be 24 hours per day, seven days per wcck. By seeking
authorization to actively mint and process and haul material 24 hours a day, seven days a
wcck, C&H Aggregates is requesting to operate beyond the standard Mining Operation
Policy in Section 23-4-290.B of the Weld County Code, which typically limits sand and
gravel operations to daylight hours. The mining operations is remote from population
centers and there only two residences nearby; therefore all -day operations would have
minimal impact on Weld County citizens while allowing C&H Aggrcgatcs to minimize the
lifespan of the mint in order to reclaim the site to rangeland as soon as possible.
c. The operation will be a dry pit with an estimated mining amount of 800,000 tons per year.
d. Shipping of the mined material will be performed using WCRs 39, 94, and 90. No County
bridges arc anticipated to be regularly used while transporting material from the site. The
primary site entrance will continue to be the existing entrance on WCR 39. A secondary
site cntrancc may be constructed on WCR 37 to allow transportation of material to the
North Weld Gravel Pit from the adjacent Lone Tree Pit.
c. The area of the mint is 522 acres in Section 7. Mining operations will occur in 5 distinct
phases that arc 22 acres to 125 acres in size. At any one time only one phase will be
actively mined, one phase will house the processing cquipmcnt, and one phase will be in
active reclamation.
f. Depending on market conditions, C&H Aggregates anticipates that it will take
approximately five years to mine an individual phase and one year to reclaim an individual
phase.
g. Based on subsurface explorations, it was observed that topsoil and overburden extends to
approximately 6' BSG (below surface grade) while the target sand and gravel deposit
cxtcnds to approximately 24' BSG. Mint slopes will be 1H:1 V.
h. The completed mine will be reclaimed to rangeland similar to its current status. Topsoil
and overburden from the first phase will be stockpiled for use at final reclamation. After
that, topsoil and overburden stripped from the active mine phase will be used to reclaim
the previously mined phase. Reclaimed slopes will be no steeper than 3H:1 V.
i. The Colorado Division of Reclamation, Mining, and Safety was the source of technical
advice for the type and methods of reclamation for this site.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
2. A statement which explains how the proposal is consistent with the Weld County Comprehensive
Plan.
a. Per the current Weld County Comprehensive Plan (Chapter 22 of the Home Rule Charter
for the County of Weld, Colorado), the County recognizes that mineral resource extraction
is an essential industry.
b. The proposed mint complies with the goals and policies for general commercial mineral
deposits as defined in Section 22-5-80:
i. The land on which the mine is located has to this point been conserved for
exploitation of the commercial mineral deposit on which it is located.
ii. The proposed mine promotes the reasonable and orderly exploration and
development of mineral resources.
iii. The proposed mine minimizes the impact of surface mining activities on the
surround land, land uses, roads, and highways.
iv. The proposed mine minimizes hazardous conditions related to mining activities
and at the mining site.
A statement which explains how the proposal is consistent with the intent of the district in which
the use is located.
a. The site is in an area zoned agricultural. The intent of this zone district is not only for the
conduct of agricultural activities, but also for natural resource extraction and energy
development without the interference of other, incompatible land uses. The proposed mint
is for natural resource extraction, which is consistent with the intent of the agricultural zone
district.
4. A statement which explains what efforts have been made, in the location decision for the proposed
use, to conserve productive agricultural land in the agricultural zone district.
a. Although located in the agricultural zone, this parcel is not cultivated or irrigated. Instead,
it is operated as open rangeland. Only the phases that are actively being mined, housing
the processing equipment or in active reclamation will be unavailable for continued open
rangeland use. Once a phase has been reclaimed; rangeland use of that phase may restart.
Once the entire site has been mined and rcclaimcd, the cntirc parcel will have been returned
to open rangeland.
5. A statement which explains there is adequate provision for the protection of the health, safety and
welfare of the inhabitants of the neighborhood and the County.
a. The proposed mint is in a remote part of unincorporated Weld County. By sheer virtue of
its location, it will post minimal danger to County residents. Additionally, operations at
the mine will be conducted with safety being the highest priority.
6. A statement describing the existing surrounding land uses and explaining how the proposal will be
compatible.
a. The surrounding land uses are generally open rangeland. One adjacent parcel is the site of
an existing gravel pit (Lone Tree Pit, USR 11-0020) and another adjacent parcel is the site
for a recreational horse racing track (1MUSR18-17-0024A). The proposed gravel mine on
the site will not interfere with these surrounding land uses.
7. A statcmcnt describing the existing land use.
a. The existing land use of the parcel is open rangeland.
8. Describe, in detail, the following:
a. How many people (employees, visitors, buyers, ctc.) will use this site?
i. C&H Aggregates anticipates that up to 17 people, including employccs,
contractors, truck drivers, customers, visitors, ctc., will use this site.
b. What arc the hours of operation?
i. The operation is anticipated to be 24 hours per day.
c. What type and how many animals, if any, will be on this site.
i. No animals will be on this site.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
d. What kind (type, size, weight) of vehicles will access this site and how often?
i. Passenger cars of typical weight (approximately 12 roundtrips per day) and OTR
tractor trailers weighting roughly 80,000 to 85,000 lbs (approximately 150
roundtrips per day) will access and depart the site to haul material and personnel.
Some trucks may be permitted to haul up to 90,000 to 110,000 lbs. Excavators
and loaders will operate internally within the mine.
c. Who will provide fire protection for the site?
i. The site is in the Nunn Fire Protection District, who will provide fire suppression
on an as -needed basis. Additionally, C&H Aggregate's dust control operations
will provide supplemental fire protection.
f. What is the water source on the property?
i. C&H Aggregates is seeking a Substitute Water Supply Plan approved through the
Division of Water Resources to allow water diverted from nearby Lone Tree Creek
to be used for non -potable purposes on the site such as dust suppression, material
washing, and landscape irrigation. Potable bottled water will be provided for
employee use.
g. What is the sewage disposal system on the property?
i. There are currently no permanent sewage disposal systems on the property.
Instead, C&H Aggregates utilizes portable toilets and contracts with Fuzion Field
Services for disposal of sewage generated at the mining site.
h. If storage or warehousing is proposed, what type of items will be stored?
i. The only storage will be open stockpiles of topsoil and overburden. These
stockpiles will be stabilized to prevent erosion until they arc replaced during
reclamation operations.
i. Explain where storage and/or stockpile of wastes will occur on this site.
i. Reject material will be stored within the active processing phase. This waste
material may be sold and, if not, will eventually be used for reclamation purposes
to grade the final topography.
j. Explain the proposed landscapinglscreening for the site. The landscaping shall be
separately submitted as a landscape plan map as part of the application submittal.
i. Topsoil and overburden will be stockpiled along the cast and southern perimeter
of the site. Screening will be unnecessary on the site because this site falls under
the industrial noise standards that does not require berms. Landscaping will be
limited to stabilizing stockpiles to prevent erosion.
k. Explain how long it will take to construct this site and when construction and landscaping
is scheduled to begin.
i. C&H Aggregates anticipates that initial stripping of the first phase and
construction of any additional screening bcrms will occur within two months of
the USR being approved.
1. Explain the proposed reclamation procedures when termination of the Use by Special
Rcvicw activity occurs.
i. Reclamation will be on -going during the entire mine operation, which the mined -
out phase being reclaimed while a new phase is opened for mining. Upon final
reclamation, all mint slopes will be graded to no steeper than 3H:1 V. All
processing equipment will be removed, and the area re -seeded with a native grass
mix. The entire parcel will be reclaimed to rangeland, which is the current use of
the parcel.
m. Explain how the storm water drainage will be handled on the site.
i. During mining and at reclamation the mine site will be graded to drain internally,
thus retaining stormwatcr and allowing it to percolate slowly into the ground.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
n. Method and time schedule of removal or disposal of debris, junk and other wastes
associated with the proposed use.
i. The mine site is not anticipated to generate debris, junk, or wastes. All material
stripped and stockpiled will be used during reclamation activities.
o. A statement delineating the nccd for the proposed use.
i. Weld County and the State of Colorado has a need for aggregate for various
construction projects; this gravel pit will meet that need.
9. A statement which explains the Use by Special Review area is not located in a flood plain, geologic
hazard and Weld County Airport overlay district area; or that the application complies with Chapter
23, Article V. Overlay District Regulations as outlined in the Weld County Code.
a. The proposed mine is not located in a defined flood plain, geologic hazard area, or Weld
County Airport overlay district area.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
ITEM 8
LEGAL RIGHT TO ENTER
See the attached "Source of Legal Right to Enter" document (signed by North Wcld Gravel RLLP) granting
C&H Excavation LLC authorization to conduct mining and reclamation operations on the parcels. C&H
Aggrcgatcs is a subsidiary of C&H Excavation LLC.
C&H Aggrcgatcs North Weld Gravel Pit
Weld County USR Permit Application
Source of Legal Right to Enter
In accordance with the terms of a Real Estate Contract for the following described property,
between the undersigned, as owner of said property and C&H Excavation LLC, the undersigned
hereby agrees to the inclusion of said property by C&H Excavation LLC, in all necessary federal,
state, and local permit applications required to conduct mining & reclamation operation on this
property.
Section 7, Township 8 North, Range 65 West, County of Weld, State of Colorado,
Parcels 055107000018 & 05107000019.
North Wed Gravel, RLLP
State of Colorado )
) SS.
County of Weld )
The foregoing instrument was acknowledged before me this 3
by North Weld Gravel, RLLP.
Witness my hand and official seal.
(SEAL)
My commission expires: l/—
TROY =PUBLIC
NOT
STATE
NOTARYMY C0MP+�SS10N 1
Date
day of /A 2020
//
Notary Public
ITEM 9
DRMS PERMIT
See the attached approval letter from the DBMS for the North Weld Gravel Pit amendment under DBMS
Permit No. M-1976-018. The entire DRMS permit application and adequacy review information can be
viewed at https://dnrwcblink.state.co.us/drms/search.aspx?cr-1; input "M1976018" in the Permit No.
starch bar. The final approved reclamation plan (Exhibit E) and reclamation plan map (Exhibit F) arc
attached.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
DN�
April 14, 2021
COLORADO
Division of Reclamation,
Mining and Safety
Department of Natural Resources
1313 Sherman St. Room 215
Denver, CO 80203
Mr. Cliff Simpson
C & H Aggregate, LLC
46335 CR 39
Nunn, CO 80648
Re: North Weld Gravel, Permit No. M-1976-018, Amendment Approval, Revision No. A1\1-1
Dear Mr. Simpson:
On March 18, 2021 the Division of Reclamation, Mining and Safety approved the Amendment application submitted to the
Division on October 22, 2020, addressing the following:
The terms of the Amendment No. 1 approved by the Division are hereby incorporated into Permit No. M-1976-018. All
other conditions and requirements of Permit No. M- 1976-018 remain in full force and effect.
If the revised liability amount exceeds the performance bond currently held (see below), please submit additional bond. The
revision will not be final until the bond is approved by the Division.
Bond Held:
Prior Liability:
Change in Liability:
Revised
Liability:
If you have any questions, please contact me.
Sincerely,
Daniel J. Cunningham
Environmental Protection Specialist
$263,452.00
$236,452.00
$415,108.00
$651,560.00
1313 Sherman St. Room 215 Denver, CO 80203 P (303) 866-3567 F (303) 832-8106 https://drms.colorado.gov 'i
Jared Polis, Governor I Dan Gibbs, Executive Director I Virginia Brannon, Director
ITEM 10
OIL & GAS AGREEMENTS
This is not applicable; there are no oil and gas facilities on the property and no known utility or oil & gas
encumbrances on the property.
ITEM 11
DITCH / IRRIGATION AGREEMENT
There are no ditches or irrigation on the property itself. However, the Pierce Lateral runs along the southeast
border of the mint. C&H Aggregates received approval from the Pierce Lateral Ditch Company to bring
the edge of the mined land within 50 feet of the ditch bank.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
ITEM 13
NOTICE OF IGA INQUIRY
This is not applicable; the property does not fall within any Intergovernmental Agreement boundaries.
ITEM 14
APPLICATION FEE
The $15,240 application fee is attached, corresponding to $5,000 for the first 10 acres and $20 per acre for
the remaining 512 acres on the property.
ITEM 15
INVESTIGATION FEE
This is not applicable; no permitted activities have occurred or will occur prior to obtaining a permit.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
ITEM 16
DRAINAGE REPORT
This drainage report was prepared for the North Weld Gravel Pit (pre -application USR number of PRE21-
0087). The purpose of this drainage report is to document the approximate historical runoff rate from the
undeveloped site and the anticipated new runoff rate post-dcvelopmcnt, and to identify allowable
exceptions to stormwater detention in Weld County Code. The North Weld Gravel Pit as proposed will
encompass 522 acres in Section 7, Township 8 North, Range 65 West. See the USR Plat Map prepared in
response to Item 2 for existing and proposed topography.
Drainage conditions at the site will be similar during both active mining operations and during final
reclamation. During the active mining operation phase this site will qualify for an cxccption to stormwatcr
detention pursuant to Weld County Codc §8-11-40.1.6 (gravel pits with internal drainage). Following
reclamation, this site will qualify for an exception to stormwatcr detention pursuant to Weld County Codc
§8-11-40.1.6 (gravel pits with internal drainage) and §8-11-40.1.8 (dcvclopmcnt that dots not increase the
imperviousness of the site).
As required by code, the following drainage narrative supporting these cxccptions is provided:
1. Any existing and proposed improvements on the property
a. A portion of the existing property is an active sand & gravel pit, while the remainder is
undeveloped open rangeland. The proposed improvements to the site include mining
activities on 522 acres. The primary commodity to be mined is sand and gravel, which will
be processed on site within one of the active mine phases. Temporary structures for
processing equipment and employee offices will be erected but will be removed upon
reclamation; no permanent structures will be built. During active mining operations, all
mined areas will drain internally, and any stormwater collected will be allowed to step
naturally into the ground; no dewatering is proposed for this site. Following reclamation,
the entire site will be graded to slope internally and will be reclaimed to a similar land use
to cxisting conditions (open rangeland).
2. The exception being rcqucstcd for consideration
a. The exception being rcqucstcd is the gravel pit exception under Weld County Codc §8-11-
40.1.6 ("Gravel pits if the stormwater drains into the gravel pit. Releases from the site shall
comply with the Weld County Storm Drainage Criteria, including dcwatcring.
Topographical information shall be provided") and §8-11-40.1.8 ("Development of sites
where the change of use dots not increase the imperviousness of the site"). Topographical
information for the cxisting conditions and proposed conditions is provided in response to
Item 2 (USR Plat Map).
3. Where the water originates if it flows onto the property from an off -site source
a. There are no significant sources of inflow onto the property.
4. Whcrc the water flows as it leaves the property
a. Thcrc are no significant points of outflow from the property.
5. The direction of flow across the property
a. Generally speaking, in its current undeveloped status the parcel gently slopes to the
southeast. Typically, the parcel generates minimal surface runoff. During severe storm
events, some surface runoff may sheet flow on the property towards the southeast until
reaching the barriers created by WCR 94 and a raised berm along the Pierce Lateral, at
which point the water may be directed to either Lone Tree Creek to the west or into the
Pierce Lateral itself. Such runoff is a rare occurrence, however. During active mining
operations, runoff from the mined areas will drain internally to the mine phases. During
mining activities, all stormwatcr will drain internally to the mined areas.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
6. Previous drainage problems with the property, if any
a. To my knowledge there have been no previous drainage problems with this property.
7. The location of any irrigation facilities adjacent to or near the property
a. The Pierce Lateral runs along the southeast edge of the property. An irrigation reservoir
and several areas of irrigated land exist on adjacent parcels.
8. Any additional information pertinent to the development
a. The proposed mint is within the non -urbanizing drainage area; therefore, the release of
detained water shall not exceed the historic runoff rate of the 1 -hour, 10 -year storm for an
undeveloped site (defined as having an imperviousness of 2%).
b. According to NOAA Atlas 14, the 1 -hour 10 -year storm in this area drops a total
precipitation depth of 1.46 inches.
c. The weighted runoff coefficient was calculated using runoff coefficient guidance from
Weld County.' Based on the soil survey, the property is underlain by well -drained soils
that are 100% in hydrologic soil group B. of the following proportions: 19.8% Type A,
62.7% Type B, 10.8% Type C, and 6.7% Type D. Therefore, for 2% imperviousness in a
10 -year storm the weighted runoff coefficient is 0.17
d. Utilizing the Rational Method (Q — CiA) where C is the runoff coefficient (set to 0.17 for
this parcel), i is the rainfall intensity in inches per hour (set to 1.46 inches for the 1 -hour
10 -year storm for this analysis), and A is the drainage area in acres (set to 522 acres for
this parcel), the estimated historical peak discharge Q is approximately 130 cfs.
Given the circumstances and proposed operations at the site, in my opinion the North Weld Gravel Pit
qualifies for an exemption to stormwatcr detention during both active mining operations and after final
reclamation. My investigation indicates that the historical runoff from the proposed North Weld Gravel Pit
will be unchanged between historical conditions and post -development conditions.
The technical material in this report was prepared by Applegate Group, Inc. based on investigations and
review of available information concerning the existing and proposed drainage conditions on the property.
We reserve the right to update, supplement, or revise our analysis should new or additional information
become available. This drainage report was prepared under the supervision and direction of the undersigned
below:
Jared Dains, P.E.
Water Resource Engineer
' Weld County Engineering and Construction Criteria, prepared by Atkins, January 2021
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
ITEM 17
TRAFFIC STUDY
This preliminary traffic impact analysis was prepared for the North Weld Gravel Pit (pre -application USR
number of PRE21-0087). The intent of this analysis is to assist the County in determining the project's
cumulative development impacts, appropriate project mitigation, and improvements necessary to offset this
project's impacts.
1. Describe how many roundtrips per day are cxpcctcd for each vehicle type:
a. Passenger Cars/Pickups: 20 roundtrips per day
b. Material Trucks: 150 roundtrips per day
2. Describe the expected travel routes or haul routes for site traffic
a. Starting at the main site entrance on the cast side of the site, the primary transportation
route will be south on WCR 39 to WCR 90, thence west on WCR 90 to Highway 85.
b. Starting at the alternate site entrance on the west side of the site, the secondary
transportation route will be south on WCR 37 to WCR 94, thcncc west on WCR 94 to
Highway 85.
3. Describe the travel distribution along the routes
a. Approximately 90% of traffic will take the primary transportation route.
b. Approximately 10% of traffic will take the secondary transportation route.
4. Describe the time of day that you expect the highest traffic volumes
a. The highest traffic volume of the passenger carts is cxpcctcd to occur at the beginning and
ending of each shift when employees clocking out leave the site and employees clocking
in arrive. Day shift will likely begin at 8am and end at 4pm. Afternoon shift will likely
begin at 4pm and end at midnight. Night shift will likely begin at midnight and end at 8am.
b. The highest traffic volume of the material trucks is cxpcctcd to occur during the daylight
hours and on rare occasions the material will hauled at nighttime as well.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
North Weld Gravel Pit
Traffic Impact Study
Applegate Group, Inc.
Weld County, Colorado
November 22, 2021
Prepared By:
Sustainable Traffic Solutions, Inc.
http://www. sustainabletrafficsolutions.com/
Joseph L. Henderson, PE, PTOE
303.589.6875
ioe(cDsustainabletrafficsoIutions.com
Joseph L. Henderson's electronic or digital seal and signature is effective only as to that version of this document as originally
published by Joseph L. Henderson. Joseph L. Henderson is not responsible for any subsequent modification, corruption, or
unauthorized use of this document. To verify the validity or applicability of the seal and signature, contact Joseph L. Henderson.
Table of Contents
Page
1.0
Introduction...................................................................................................1
2.0
Study Assumptions.......................................................................................1
3.0
Existing Conditions.......................................................................................
2
3.1 Existing Traffic Volumes..........................................................................
2
3.2 Level of Service Analysis.........................................................................
3
3.3 Crash Data..............................................................................................4
4.0
Site Generated Traffic Volumes...................................................................4
4.1 Trip Generation........................................................................................
4
4.2 Trip Distribution and Assignment.............................................................4
5.0
Auxiliary Lanes..............................................................................................4
6.0
Year 2022 Traffic Conditions........................................................................
5
7.0
Year 2041 Traffic Volumes............................................................................6
8.0
Sight Distance Review..................................................................................6
9.0
Haul Route Review........................................................................................7
10.0
Traffic Signal Warrant Study........................................................................8
11.0
Conclusions...................................................................................................
8
List of Tables
Table 1 — Existing and Projected Daily Traffic Volumes
Table 2— Intersection Operational Summary
Table 3— Trip Generation Estimate
Table 4— Determination of Need for Auxiliary Lanes for Movements Impacted by the
North Weld Gravel Pit
Table 5— Auxiliary Lane Lengths
Table 6— US 85 / WCR 90 Auxiliary Lane Lengths
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Table of Contents (Continued)
List of Figures
Figure 1 — Vicinity Map
Figure 2 — Site Plan
Figure 3— Existing Traffic Volumes — Morning Peak Hour
Figure 4 — Existing Traffic Volumes — Evening Peak Hour
Figure 5 — Laneage and Traffic Control — Existing
Figure 6 — Trip Distribution
Figure 7 — Trip Assignment — Morning Peak Hour
Figure 8 — Trip Assignment — Evening Peak Hour
Figure 9 — Year 2022 Background Traffic Volumes — Morning Peak Hour
Figure 10— Year 2022 Background Traffic Volumes — Evening Peak Hour
Figure 11 — Year 2022 Total Traffic Volumes — Morning Peak Hour
Figure 12 — Year 2022 Total Traffic Volumes — Evening Peak Hour
Figure 13— Laneage and Traffic Control — Year 2022 Total Traffic Volume Scenarios
Figure 14 —Year 2041 Background Traffic Volumes — Morning Peak Hour
Figure 15— Year 2041 Background Traffic Volumes — Evening Peak Hour
Figure 16— Year 2041 Total Traffic Volumes — Morning Peak Hour
Figure 17— Year 2041 Total Traffic Volumes — Evening Peak Hour
Figure 18 — Laneage and Traffic Control — Year 2041 Total Traffic Volume Scenarios
Figure 19— WCR 37 Access Intersection Sight Distance — Combination Truck
Figure 20 — WCR 39 Access Intersection Sight Distance — Combination Truck
List of Appendices
Appendix A CDOT Data
Appendix B Traffic Count Data
Appendix C VISTRO Analysis Results
Appendix D Traffic Signal Warrant Analysis
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North Weld Gravel Pit
Traffic Impact Study
1.0 Introduction
The North Weld Gravel Pit is currently operating northeast of Pierce in Weld County.
The site is bounded by WCR 37, WCR 39, WCR 96 and WCR 94. The location of
the pit is shown in Figure 1 and the site plan is contained in Figure 2. Access to the
pit is from WCR 37 and WCR 39. The pit is currently operating on weekdays from
6:00 a.m. to 5:00 p.m. The primary haul route includes WCR 39 and WCR 90
between the pit and US 85. The secondary haul route includes WCR 37 to WCR 94
between the pit and US 85. In the future, the pit will operate every day for 24 -hours
per day. Gravel will primarily be hauled during daylight hours and occasionally at
night. The additional traffic that will be generated by the expansion of the North
Weld Gravel Pit will use the primary haul route. No new traffic will use the secondary
haul route.
The study has been prepared based on the Weld County traffic impact study
requirements'.
2.0 Study Assumptions
The following assumptions were utilized for this study.
Adjustment of Traffic Count Data for COVID 19. Historic traffic count data
were used to determine if it is necessary to adjust the traffic counts collected
for this project to compensate for the effect of COVID 19. The historic data
were obtained from Count Station 215, a continuous count station on US 85
north of WCR 108. The data from the count station showed that volumes in
July 2021 increased by 9% compared to the average of July 2018 and 2019.
Therefore, it isn't necessary to adjust the volumes collected for this project. A
table with the data from Count Station 215 is contained in Appendix A.
• Short -Term Study Horizon. The pit is expected to be operational in the
Year 2022, therefore, the short-term horizon is Year 2022.
• Long -Term Study Horizon. The Year 2041 will be the long-term horizon
because it is 20 years in the future.
Growth in Background Traffic. This site and the roads providing access to
the site are not included in any planning area, so it was necessary to rely on
CDOT resources to make traffic growth assumptions. For US 85, an annual
growth rate of 1.6% was calculated based on a 20 -year factor of 1.38 that
Weld County Engineering and Construction Criteria — Section 8.1.3. Weld County. January2021.
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was obtained from the straight-line diagram for US 85. WCR 90 is a paved
road that extends from US 85 to SH 14. Considering the connectivity of WCR
90 with US 85 and SH 14, an annual growth rate for WCR 90 of 2.3% was
determined using the 20 -year factor of 1.57 for SH 14. Traffic isn't expected
to grow on WCR 39 because it is a gravel road that serves very sparsely
populated area. The straight-line diagrams are contained in Appendix A.
Future Improvements to the Study Area Intersections. The 2045 Weld
County Transportation Plane identified improvements to auxiliary lanes at US
85 / WCR 90. They are planned between Year 2036 and 2045. The
intersection has left turn and right turn deceleration lanes on both of the US
85 approaches along with a westbound to northbound right turn acceleration
lane. The passenger car equivalents show that westbound left turn and right
turn deceleration lanes are currently warranted and northbound to eastbound
right turn acceleration lane is expected to be warranted by the Year 2022
background traffic (see Section 5.0).
• Saturation Flow Rate. The saturation flow rate was assumed to be 1,600
passenger cars / hour / lane which is typical in rural areas.
• Peak Hour Factor (PHF). The PHF used in the analysis are based on the
peak hour counts that were collected for the project. For low volume
approaches, a PHF of 0.85 was assumed.
Truck Percentage. The data collected for the study shows that there are
approximately 37% trucks on WCR 39. On US 85, the straight-line diagram
reports 16% trucks. Data wasn't collected on WCR 90, so the truck
percentage on SH 14 was used since both roads are east/west roads. The
straight-line diagram for SH 14 reports 20% trucks. 90% trucks were
assumed for both accesses to the pit.
3.0 Existing Conditions
3.1 Existing Traffic Volumes
Traffic count data for the study were collected on Tuesday July 20, 2021 by All
Traffic Data. The existing and future daily volumes are summarized in Table 1, and
the existing peak hour volumes are contained in Figures 3 and 4. The majority of the
existing traffic generated by the North Weld Gravel Pit utilizes the primary haul route
that includes WCR 39 and WCR 90. The peak hour count data have been converted
to passenger car equivalents and the summary is contained in Appendix B. The
classification data were collected by Miovision when the traffic count data for the
study were processed. The following FHWA vehicle classifications apply to the
Miovision categories; Lights - 1 through 3, Mediums - 4 through 7, Articulated Trucks
-8 through 13.
2045 Weld County Transportation Plan. Public Works Department. Adopted November 9, 2020.
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An estimate of the existing traffic generated by the North Weld Gravel Pit is
contained in the following table. The estimate was developed based on the following
information that was provided by the operator.
• Hours of operation — Monday through Friday from 6:00 a.m. to 5:00 p.m.
• 15 employees
• 96 trucks / day
• 95% of the traffic uses the WCR 39 haul route and 5% uses the WCR 37 haul
route
3.2 Level of Service Analysis
To evaluate the performance of the study area intersections, the level of service
(LOS) was calculated using PTV VISTRO software. This software package utilizes
criteria described in the Highway Capacity Manual3. LOS is a measure used to
describe operational conditions at an intersection. LOS categories ranging from A to
F are assigned based on the predicted delay in seconds per vehicle for the
intersection as a whole, as well as for individual turning movements. LOS A
indicates very good operations, and LOS F indicates poor, congested operations.
Acceptable intersection operation in urban areas is typically considered LOS C or
better.
The following table shows that all of the study area intersections are operating at
LOS A and LOS B. The level of service for stop -controlled intersections is based on
the lowest letter grade for the side -street movements. Figure 5 contains the existing
laneage and traffic control at the study area intersections. Table 2 summarizes the
operational analysis and the VISTRO output is contained in Appendix C.
Highway Capacity Manual. 6th Edition. Transportation Research Board. 2016.
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3.3 Crash Data
Crash data were obtained from CDOT for the signal warrant analysis at US 85 /
WCR 90. The time period provided was from January 1, 2019 through December
31, 2019. One crash was reported during this time period. It was a broadside crash
that resulted in one death and two injuries. The data are contained in Appendix A.
4.0 Site Generated Traffic Volumes
4.1 Trip Generation
Quarries are not a land use that is addressed in the ITE Trip Generation manual4,
therefore, the trip generation was determined based on information that was
provided by Applegate Group, Inc. The truck and passenger vehicle traffic are
summarized in Table 3. When the quarry is fully operational, the daily traffic volumes
are expected to include 212 truck trips and 66 passenger vehicle trips. The trip
generation for the shift changes and the hours between the morning and evening
peak hours are included in a separate table. Shift changes are expected to occur at
8:00 a.m., 4:00 p.m., and midnight.
4.2 Trip Distribution and Assignment
The trip distribution that is contained in Figure 6 is based on information that was
provided by Applegate Group, Inc. The traffic entering and exiting the pit is expected
to be primarily from the south on US 85. The peak hour trip assignment is contained
in Figures 7 and 8.
5.0 Auxiliary Lanes
STS reviewed the need for auxiliary lanes at the study area intersections based on
Weld County and CDOT criteria. Table 4 summarizes the movements that are
impacted by the traffic from the pit. Each volume is expressed in passenger car
equivalents. The table shows when each lane will be warranted. It should be noted
that several auxiliary lanes are warranted by existing traffic.
Warranted by Existing Traffic
• WCR 39 / Site Access — northbound left turn deceleration lane
• WCR 90 / WCR 39
o southbound left turn deceleration lane (This movement will not be
impacted by traffic from the pit.)
o southbound right turn deceleration lane
o eastbound left turn deceleration lane
o southbound to westbound right turn acceleration lane
• US 85 / WCR 90
Trip Generation, 111 Edition. Institute of Transportation Engineers. September 2021.
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o westbound left turn deceleration lane
o westbound right turn deceleration lane
• US 85 / WCR 94 — northbound right turn deceleration lane
Warranted by Year 2022 Background Traffic
• US 85 / WCR 90 — northbound to eastbound right turn acceleration lane
Based on the analysis that is contained in Table 4, the expansion of the North Weld
Gravel Pit will not warrant any new auxiliary lanes. Table 5 shows the length of each
new auxiliary lane.
A review of the auxiliary lanes at US 85 / WCR 90 that will be impacted by the
expansion of the North Weld Gravel Pit was performed and the summary is
contained in Table 6. It shows:
• The northbound right turn deceleration lane is extremely short.
• The southbound left turn deceleration lane meets the requirements for the
Year 2041 total traffic volume scenarios.
• The westbound to northbound right turn acceleration lane is longer than
required by the Year 2041 total traffic volume scenarios.
6.0 Year 2022 Traffic Conditions
The Year 2022 background traffic volumes (without the development traffic) were
estimated by inflating the existing volumes by the growth rates discussed in Section
2.0. Figures 9 and 10 contain the Year 2022 background traffic volumes. The
projected peak hour volumes at the completion of the project were estimated by
adding the traffic that is expected to be generated by the North Weld Gravel Pit to
the background traffic volumes. The Year 2022 total traffic volumes are contained in
Figures 11 and 12. Laneage and traffic control assumed in the total traffic volume
scenarios is contained in Figure 13.
Results of the analysis of the background and total traffic volume scenarios are
summarized in the following table and a detailed summary is contained in Table 2.
Refer to Appendix C for the VISTRO output. All of the intersections are expected to
operate at LOS A and LOS B during the background and total traffic volume
scenarios. The level of service for stop -controlled intersections is based on the
lowest letter grade for the side -street movements. The northbound left turn
deceleration lane on WCR 39 at the site access was assumed in the analysis.
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7.0 Year 2041 Traffic Volumes
The Year 2041 background and total traffic volumes were developed as discussed in
Section 6.0. Figures 14 and 15 contain the background traffic volume scenarios, and
the total traffic volume scenarios are contained in Figures 16 and 17. Laneage and
traffic control assumed in the total traffic volume scenarios is contained in Figure 18.
Results of the analysis of the background and total traffic volume scenarios are
summarized in the following table and a detailed summary is contained in Table 2.
Refer to Appendix C for the VISTRO output. All of the intersections are expected to
operate at acceptable levels of service during the background and total traffic volume
scenarios. The level of service for stop -controlled intersections is based on the
lowest letter grade for the side -street movements. In addition to the auxiliary lane
that was assumed in the Year 2022 traffic volume scenarios, the following new
auxiliary lanes were assumed in the analysis.
• WCR 90 / WCR 39
o southbound left turn deceleration lane (This movement will not be
impacted by traffic from the pit.)
o southbound right turn deceleration lane
o eastbound left turn deceleration lane
o southbound to westbound right turn acceleration lane
• US 85 / WCR 90
o westbound left turn deceleration lane
o westbound right turn deceleration lane
o northbound to eastbound right turn acceleration lane
8.0 Sight Distance Review
The intersection sight distance was measured at the site accesses to determine if
adequate sight distance exists for vehicles to safely enter WCR 37 and WCR 39.
The methodology for the analysis is contained in Section 9.5 of A Policy on the
Geometric Design of Highways and Streets, 7th Editions. The sight distance
evaluation is documented in Figures 19 and 20. Those figures show that adequate
sight distance exists for combination trucks to safely enter WCR 37 and WCR 39
A Policy on the Geometric Design of Highways and Streets, 7th Edition. American Association of State Highway
and Transportation Officials. 2018.
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from the site. Sight distance evaluations were not performed for passenger vehicles
and single unit trucks because the requirements for combination vehicles are greater
than for the other vehicle types.
9.0 Haul Route Review
A review of the haul routes was performed to identify deficiencies. The following
possible issues were identified.
• US 85 / WCR 90. The following auxiliary lanes are warranted as noted.
o westbound left turn deceleration lane — warranted by existing traffic
o westbound right turn deceleration lane — warranted by existing traffic
o northbound to eastbound right turn acceleration lane — expected to be
warranted by Year 2022 background traffic
Bridge on WCR 90 East of US 85. This two-lane bridge exists between the
railroad tracks and WCR 33. It has an optimal rating of 40 tons, is rated for
36 tons, and doesn't have any restrictions. The bridge will have to be
widened to accommodate the westbound left and right turn auxiliary lanes
plus the northbound to eastbound right turn acceleration lane. Refer to
Section 5.0 for a discussion of the auxiliary lanes.
• WCR 90 / WCR 39. The following auxiliary lanes are warranted by existing
traffic.
o southbound left turn deceleration lane (This movement will not be
impacted by traffic from the pit.)
o southbound right turn deceleration lane
o eastbound left turn deceleration lane
o southbound to westbound right turn acceleration lane
• WCR 39 / Site Access. The northbound left turn deceleration lane is
warranted by existing traffic.
• WCR 37 North of WCR 94. The roadway is constructed outside of the right-
of-way due to drainage issues. Based on a discussion with Melissa King, the
north leg will need to be reconstructed so that it is within the right-of-way if
the traffic volumes increase dramatically. The drainage would need to be
accommodated with the addition of a culvert. Data collected for the traffic
study showed that there were 22 vehicles on WCR 37 during a 24 -hour
period. The current traffic volumes on WCR 37 north of WCR 94 are very low
and not expected to increase as a result of the expansion of the gravel pit, so
reconstruction of WCR 37 north of WCR 94 by the operator of the pit will not
be necessary.
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Paving Threshold. The threshold to pave roadways in Weld County is 400
vehicles per day (VPD). Considering this threshold, WCR 39 north of WCR
90 currently requires paving (see Table 1).
• Dust Suppression Threshold. The threshold for dust suppression in Weld
County is 200 vehicles per day (VPD). Considering this threshold, there are
no roadways on the haul route that currently require dust suppression or will
require it in the future assuming that WCR 39 will be paved north of WCR 90.
10.0 Traffic Signal Warrant Study
A traffic signal warrant study was performed at US 85 / WCR 90 based on the
requirements contained in the Manual on Uniform Traffic Control Devices6. The
eight hour, four hour, peak hour, and crash warrants were evaluated using the
following assumptions.
• Speed Limit. The posted speed limit is 40 MPH.
• Number of Main -Street Lanes. Two lanes were assumed in each direction.
• Number of Side -Street Lanes. One side street lane was assumed.
• Side -Street Right Turning Traffic. 50% of the right turning traffic was
included in the warrant.
• Crash Data. Crash data were obtained from CDOT for the period beginning
on January 1, 2019 and ending on December 31, 2019. One crash was
reported during this time period. It was a broadside crash that resulted in one
death and two injuries.
Turning movement count data were collected on November 10, 2021 from 6:00 a.m.
to 6:00 p.m. for this analysis. The data are contained in Appendix D.
The analysis shows that a traffic signal is not expected to be warranted by the Year
2041 total traffic volume scenarios. The traffic signal warrant analysis is contained in
Appendix D.
11.0 Conclusions
STS has drawn the following conclusions based on the analysis performed in the
study.
Intersection Operation. The study area intersections are currently operating at
acceptable levels of service and are expected to continue to operate at acceptable
levels of service through the Year 2041 total traffic volume scenarios.
Manual on Uniform Traffic Control Devices. Federal Highway Administration. Revised May 2012.
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Auxiliary Lanes. The following auxiliary lanes are expected to be warranted at the
study area intersections.
Warranted by Existing Traffic
• WCR 39 / Site Access — northbound left turn deceleration lane
• WCR 90 / WCR 39
o southbound left turn deceleration lane (This movement will not be
impacted by traffic from the pit.)
o southbound right turn deceleration lane
o eastbound left turn deceleration lane
o southbound to westbound right turn acceleration lane
• US 85 / WCR 90
o westbound left turn deceleration lane
o westbound right turn deceleration lane
• US 85 / WCR 94 — northbound right turn deceleration lane
Warranted by Year 2022 Background Traffic
• US 85 / WCR 90 — northbound to eastbound right turn acceleration lane
Intersection Sight Distance. The intersection sight distance is adequate for
passenger vehicles, single unit trucks, and combination trucks at both site accesses.
Traffic Signal Warrant Study at US 85 / WCR 90. A traffic signal is not expected to
be warranted by the Year 2041 total traffic volumes.
Haul Route Review. The following conclusions were noted in the haul route review.
• Bridge on WCR 90 East of US 85. The bridge will have to be widened to
accommodate the westbound left and right turn deceleration lanes and the
northbound to eastbound right turn acceleration lane. Refer to the discussion
in Section 5.0.
• WCR 37 North of WCR 94. The current traffic volumes on WCR 37 north of
WCR 94 are very low and not expected to increase as a result of the
expansion of the gravel pit, so reconstruction of WCR 37 north of WCR 94 by
the operator of the pit will not be necessary.
• Paving Threshold. WCR 39 north of WCR 90 currently requires paving
since the current traffic volumes exceed the paving threshold.
• Dust Suppression Threshold. There are no roadways on the haul route
that currently require dust suppression or will require it in the future
assuming that WCR 39 will be paved north of WCR 90.
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Tables
Table 1 — Existing and Projected Daily Traffic Volumes
Table 2— Intersection Operational Summary
Table 3— Trip Generation Estimate
Table 4— Determination of Need for Auxiliary Lanes for Movements Impacted by the
North Weld Gravel Pit
Table 5— Auxiliary Lane Lengths
Table 6— US 85 / WCR 90 Auxiliary Lane Lengths
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Table 1. Existing and Projected Daily Traffic Volumes
Note
1. Daily volumes collected for the study are highlighted in yellow. The other volumes were estimated assuming a peak hour to
daily ratio of 10% for the evening peak hour.
North Weld Gravel Pit 10-15-21 11/17/2021
1 - Daily Volumes 4:52 PM
Table 2. Intersection Operational Summary
Notes
1. The level of service for intersections with side -street stop -control is determined by the movement with the highest delay value.
North Weld Gravel Pit 10-15-21 11/18/2021
2 -LOS
1:44 PM
Table 3. Trip Generation Estimate
Notes:
1. The maximum traffic will occur following the expansion of the mining operations. Approximately 212 trips
(86%) will be by trucks and 34 by passenger vehicles.
2. An estimate of the existing traffic generated by the quarry was provided by the operator.
3. The additional traffic that will result from the expansion of the mining operations.
Trip Generation for New Traffic
6:00 a.m.
..
..
. .. .
.. . . .. .
.. . . .. .
.
.. . . .. .
0
0
0
0
7:00 a.m. - Shift Change
7
1
8
0
10
0
8:00 a.m. - Shift Change
5
1
1
1
6
3
8
9:00 a.m.
1
1
1
1
3
3
10:00 a.m.
1
1
1
1
3
3
11:00 a.m.
1
1
1
1
3
3
12:00 p.m.
1
1
1
1
3
3
1:00 p.m.
1
1
1
1
3
3
2:00 p.m
1
1
1
1
3
3
3:00 p.m. - Shift Change
5
1
1
6
1
8
3
4:00 p.m. - Shift Change
7
1
1
1
8
3
10
5:00 p.m.
1
0
1
0
3
11:00 p.m. - Shift Change
5
5
0
5
0
12:00 a.m. - Shift Change
5
0
5
0
5
North Weld Gravel Pit 10-15-21 11/16/2021
3 - Trip Gen 12:47 PM
Table 4. Determination of Need for Auxiliary Lanes for Movements Impacted by the North Weld Gravel Pit
1 - WCR 39l Site Access
NBLT Decal'
10
10 24
8
1
10 3
r
r
10
24
20
27
10
24
20
27
SBLT Decal'
10
23
23
0
0
0
0
23
23
23
23
23
23
23
23
2-WCR90/WCR39
SBRT Decal'
25
58
52
0
8
0
10
58
52
58
62
Se
52
58
62
EBLT Decel2
10
52
31
8
8
10
10
52
31
62
41
52
31
62
41
SB to WB RT Accel z
50
58
52
0
8
0
10
58
52
58
52
58
52
58
62
NBRT Decal
Existing
31
29
7
1
9
2
32
29
40
32
43
40
52
43
SBLT Decal
Existing
39
9
1
0
1
0
40
9
41
9
54
12
55
13
3 - US 851 WCR 90
WBLT Decal 2
10
86
38
0
7
0
9
67
39
87
48
103
60
103
68
WBRT Decal'
25
38
18
0
1
1
1
39
to
40
17
60
25
61
26
NB to EB RT Accel
50
31
29
7
1
9
2
67
39
87
48
103
60
103
68
WB to NB RT Accel
Existing
38
16
0
1
1
1
39
16
40
17
60
25
61
26
SBRT Decal'
10
0
0
0
0
0
0
0
0
0
0
0
0
0
0
WCR 371 WCR 94
EBLT Decal'
25
0
0
0
0
0
0
0
0
0
0
0
0
0
0
SB to WB RT Accel'
Applicable
0
0
0
0
0
0
0
0
0
0
0
0
0
0
NBRT Decal'
>10
4
11
0
0
0
0
4
11
4
11
6
15
6
15
SBLT Decal'
>10
2
1
0
0
0
0
2
1
2
1
3
1
3
1
US851 WCR94
WBLTDecel'
10
7
4
0
0
0
0
7
4
7
4
7
4
7
4
WBRT Decal'
25
2
1
0
0
0
0
2
1
2
1
2
1
2
1
NB to EBRTAccel'
50
4
11
0
0
0
0
4
11
4
11
6
15
6
15
WBto NB RT Accel'
>10
2
1
0
0
0
0
7
4
7
4
2
1
2
1
Notes XX Threshold Met or Exceeded
1. The need for the auxiliary lane was determined based on Weld County criteria for local roads.
2. The need for the auxiliary lane was determined based on Weld County criteria for collector roads.
3. The need for the auxiliary lane was determined based on COOT criteria for an EX roadway.
4. The existing and site generated volumes are expressed in passenger car equivalents (PCE).
5. Refer to Table 3 for the conversion of site generated traffic to passenger car equivalents.
North Weld Gravel Pit 10-15-21 11/17/2021
4 -Turn Lane Summary 1:52 PM
Table 5. Auxiliary Lane Lengths
..
1 - WCR 39/Site Access
NBLT Decel
Weld County
55
27
600
222
27
627
2-WCR 90 /WCR 39
SBLT Decel
Weld County
55
23
600
222
23
623
SBRT Decel
55
62
600
222
0
600
EBLT Decel
55
62
600
222
62
662
SB to WB RTAccel
55
62
960
222
0
960
3-US85/WCR90
WBLT Decel
Weld County
55
103
600
222
103
703
WBRT Decel
55
61
600
222
0
600
NB to EB RTAccel
55
103
960
222
0
960
US 85 / WCR 94
NBRT Decel
CDOT
40
15
370
144
0
514
Notes
1. Refer to Table 4 for the peak hour volumes expressed in passenger car equivalents.
2. A 12' wide lane was assumed to determine the taper length.
North Weld Gravel Pit 10-15-21 11/18/2021
5 -Turn Lane Geometry 2:36 PM
Table 6. US 85 / WCR 90 Auxiliary Lane Lengths
Existing Auxiliary Lane Geometry 1
Year 2041 Auxiliary Lane Geometry
Note
1. The existing geometry was estimated using aerial photos obtained from Google Maps.
North Weld Gravel Pit 10-15-21 11/17/2021
6 - US 85-WCR 90 5:25 PM
Figures
Figure 1 —Vicinity Map
Figure 2— Site Plan
Figure 3— Existing Traffic Volumes — Morning Peak Hour
Figure 4— Existing Traffic Volumes — Evening Peak Hour
Figure 5— Laneage and Traffic Control — Existing
Figure 6— Trip Distribution
Figure 7— Trip Assignment — Morning Peak Hour
Figure 8 — Trip Assignment — Evening Peak Hour
Figure 9— Year 2022 Background Traffic Volumes — Morning Peak Hour
Figure 10— Year 2022 Background Traffic Volumes — Evening Peak Hour
Figure 11 — Year 2022 Total Traffic Volumes — Morning Peak Hour
Figure 12— Year 2022 Total Traffic Volumes — Evening Peak Hour
Figure 13— Laneage and Traffic Control — Year 2022 Total Traffic Volume Scenarios
Figure 14 — Year 2041 Background Traffic Volumes — Morning Peak Hour
Figure 15— Year 2041 Background Traffic Volumes — Evening Peak Hour
Figure 16 —Year 2041 Total Traffic Volumes — Morning Peak Hour
Figure 17— Year 2041 Total Traffic Volumes — Evening Peak Hour
Figure 18— Laneage and Traffic Control — Year 2041 Total Traffic Volume Scenarios
Figure 19 — WCR 37 Access Intersection Sight Distance — Combination Truck
Figure 20 — WCR 39 Access Intersection Sight Distance — Combination Truck
Sustainable Traffic Solutions, Inc.
North Weld Gravel Pit Traffic Impact Study Applegate Group, Inc.
Weld County, Colorado November 22, 2021
Scale 1" = 5,000'
North Weld Gravel Pit Traffic Impact Study
VICINITY MAP
Date November 22, 2021 Drawn by JLH Job # Applegate Group Figure
Scale NTS Date
North Weld Gravel Pit Traffic Impact Study
SITE PLAN
November 22, 2021 Drawn by JLH Job # Applegate Group
Generated with • • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 3 — Existing Traffic Volumes — Morning Peak Hour
WCR 39/Site Access WCR 90/WCR 39 US 85/WCR 90
0 �f 27J 4 , 9
8 O6 _i 1
29 7 ~- 8
tr
1
11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with M ' • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 4 — Existing Traffic Volumes — Evening Peak Hour
WCR 39/Site Access
O
O
1s
2
WCR 90/WCR 39
JNJ�ww
y�
�ir
ONO
23
1
C?J
18
21
US 85/WCR 90
15
30
• 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with m ' • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 5 — Laneage and Traffic Control — Existing
WCR 39/Site Access
WCR 90/WCR 39
}
US 85/WCR 90
® 11/21/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
North Weld Gravel Pit Traffic Impact Study
TRIP DISTRIBUTION
Scale 1" = 5,000Date November 22, 2021 Drawn by JLH
Job # Applegate Group I Figure
Generated with M • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 7 — Trip Assignment — Morning Peak Hour
WCR 39/Site Access
O o0
0 J
-�1
ODo
WCR 90/WCR 39
-'oo
8 J
0 —y 0
o--
0
tr /
000 i
US 85/WCR 90
00 �
0 J 0
0 t 1
oo
• 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with M • • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 8 — Trip Assignment — Evening Peak Hour
WCR 39/Site Access
WCR 90/WCR 39
WOO
0
0 --- 0
tr
000
US 85/WCR 90
• 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with ' • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 9 — Year 2022 Background Traffic Volumes — Morning Peak Hour
WCR 39/Site Access
O oW
0
a
°D o /
28
37
WCR 90/WCR 39
mir
Nf. �
US 85IWCR 90
G
4 19
9 � � 42
® 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with LW, • • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 10 — Year 2022 Background Traffic Volumes — Evening Peak Hour
WCR 39/Site Access
O O A
r)1
0
W J
WCR 90/WCR 39
I_TJ
J V•V/
18 J
2 - 13
ONO
1
18
21
US 85/WCR 90
® 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with ' • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 11 — Year 2022 Total Traffic Volumes — Morning Peak Hour
WCR 39/Site Access
O
36
0
WCR 90/WCR 39
1
30
4
9
US 85/WCR 90
18
• 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with ' • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 12 — Year 2022 Total Traffic Volumes — Evening Peak Hour
WCR 39/Site Access
i
WCR 90/WCR 39
ONO
JIB.
14J
18 2 23
tr
ONO
US 85/WCR 90
® 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with II'AIJ11jfffl North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 13 — Laneage and Traffic Control — Year 2022 Total Traffic Volume Scenarios
WCR 39/Site Access
WCR 90/WCR 39
f
-1-
US 85/WCR 90
7J\
i.'
�Ir
• 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with M ' • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 14 — Year 2041 Background Traffic Volumes — Morning Peak Hour
WCR 39/Site Access
O O W
A
0-)
8
WCR 90/WCR 39
0
42J k 6
p7 s- 28
tr
\ NPR /
US 85/WCR 90
O moo+
6—'
\+ 28
® 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with • • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 15 — Year 2041 Background Traffic Volumes — Evening Peak Hour
WCR 39/Site Access
O
WCR 90/WCR 39
J
Jl�
20 J2
3s ~ 36
,1r
ONO
US 85/WCR 90
WN
2
28
—�
24
47
I$U
�
• 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with ' • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 16— Year 2041 Total Traffic Volumes — Morning Peak Hour
WCR 39/Site Access
WCR 90/WCR 39
50J �6
O 26
mir
6
11
14
US 85/WCR 90
m— 28
65
® 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions. Inc.
Generated with M • • North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 17— Year 2041 Total Traffic Volumes — Evening Peak Hour
WCR 39/Site Access
(1
16
W J
WCR 90/WCR 39
21-)
s
3 ~ 36
�ir
ONO
J'
US 85/WCR 90
24
21
54
NW
N a'
® 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with 11S'A&TRINrt•7 North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Figure 18 — Laneage and Traffic Control — Year 2041 Total Traffic Volume Scenarios
WCR 39/Site Access
WCR 90/WCR 39
US 85/WCR 90
�1 r
® 11/22/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Adequate sight dist
using AASHTO ass
The arrow indicate:
intersection sight di
North Weld Gravel Pit Traffic Impact Study
WCR 37 ACCESS INTERSECTION SIGHT DISTANCE - COMBINATION TRUCK
Scale NTS Date November 22, 2021 Drawn by JLH Job # Applegate Group Figure
IQ
= ISD=849'
Adequate sight disc
Design Vehicle - Combination Truck using AASHTO ass
V = 55 MPH The arrow indicate:
t9 = 10.5 seconds intersection sight di
Scale NTS
Sight Distance for
Vehicles Turning Left
North Weld Gravel Pit Traffic Impact Study
WCR 39 ACCESS INTERSECTION SIGHT DISTANCE - COMBINATION TRUCK
Date November22, 2021 I Drawn by JLH I Job # Applegate Group I Figure
20
Appendix A
CDOT Data
Traffic Solutions, Inc
North Weld Gravel Pit Traffic Impact Study
Weld County, Colorado
Route 014C From 165 to 167
167
nway ' i
County Rnad 90 1 -
In
a
z
0
(_)
5
j
County Road 88 County Road 88
Legend
Route
■ Milepoint
Structures
40 Major Structure
O Minor Structure
Created:
Date: 9/15/2021
Time: 4:06:14 PM
0 0.1 0.2 0.3 0.4
Miles
N
WE
£9
The information contained in this
map is based on the most currently
available data and has been
checked for accuracy. CDOT does
not guarantee the accuracy of any
information presented, is not liable
in any respect for any errors or
omissions, and is not responsible
for determining "fitness for use".
165
166
Route 014C
From 165 To 166
ORomps
Overpass
— — Underpass
• Structures
CLASSIFICATION
Access Control y - R A Regional Highway ; r ' y -'� c'
Functional Class ..
- 3 Pnnap'el Artenel - Other - - r
TRAFFIC
AADT ' � s - 2300, .,
Off Peak Truck _ t -
Percentage - -� ' 19 70 -
Peak Track Percentage n 126 f u i n L - „ z
Year 20 Factor -ti _ - . - - 157 c - _
It may appear that information is missing from the straight line diagram If so reduce the number of miles/page and re submit the request
166
Route 014C
From 166 To 167
O Ramps
Overpass
- - Underpass
Structures
CLASSIFICATION
Access Control - -1� R A Regional Highway - r
Functional Class
- � 3 Pnnapal Arlenal Other,
TRAFFIC
AADT 1 2300 U
Off Peak Truck - 1970 r : i U
Percentage -
Peak Truck Percentage , _ , r ^ 126 r i ^ -
Year20 Factor -
' 167 i ._r �- ..
It may appear that information is missing from the straight line diagram If so reduce the number of miles/page and re submit the request
167
Route 085E From 283 to 286
286
County Road 94
285
o
o cr
T
V
B -17 -DD
J
085L284180BL1
284
B -17 -AZ County Road
County Road 90 County Road 90
Shafer Ave v:
U,, Pi Ce MC
� a.
rn V, _
r)
283
z County Road 88 County Road 88 H County fto
D
C
Legend
• Route
■ Milepoint
Structures
• Major Structure
® Minor Structure
Created:
Date: 8/3/2021
Time: 2:11:18 PM
0 0.25 0.5 0.75
Miles
x
WE
S
CDOT
1
The information contained in this
map is based on the most currently
available data and has been
checked for accuracy. CDOT does
not guarantee the accuracy of any
information presented, is not liable
in any respect for any errors or
omissions, and is not responsible
for determining "fitness for use".
283
Route 085L
From 283 To 284
O Ramps
Overpass
I- Underpass
• Structures
CLASSIFICATION
Access Control
Functional Class
Highway Designation
3 Principal Arterial - Other
U.S.
ri
SAFETY
Primary Speed Limit
65
50 I
40
65
Off Peak Truck I 78.70 11.50 15.70
Percentage L
Peak Truck Percentage I 104 090 130
Year 20 Factor 1 30 1.26 1.38
It may appear that information is missing from the straight line diagram. If so, reduce the number of milesipage and re -submit the request.
Route 085L
From 284 To 285
O Ramps
Overpass
- I - Underpass
• Structures
CLASSIFICATION
Access Control
Functional Class
Highway Designation
SAFETY
Primary Speed Limit
TRAFFIC
Off Peak Truck
Percentage
Peak Truck Percentage
Year 20 Factor
284
E -X Expressway, Major Bypass
3 Principal Arterial - Other
U.S.
15.70
1.30
1.38
It may appear that information is missing from the straight line diagram. If so, reduce the number of miles/page and re -submit the request.
fl
0
285
85
Route 085L I
From 285 To 286
O Ramps
Overpass
- Underpass
• Structures
CLASSIFICATION
Access Control
E -X: Expressway, Major Bypass
Functional Class
3 Principal Arterial - Other
Highway Designation U.S.
SAFETY
Primary Speed Limit • 65
TRAFFIC
Truck
1e 15.70
Peak Truck Percentage
130
Year 20 Factor I 1.38
It may appear that information Is missing from the straight line diagram. If so, reduce the number of miles/page and re -submit the request.
PS
Count Station 000215 -Average Daily Volumes on US 85 North of WCR 108
FH:in.
2021
2,488
2,439
2,848
2,898
3,076
3,628
4,024
3,743
2020
3,137
3,040
2,887
2,527
2,943
3 298
3,214
3,226
3,199
3,054
2,630
2,387
2019
2,929
3,075
3,311
3,282
3,466
3,805
4,085
3,743
3,603
3 446
3,253
2,935
2018
2,575
2,661
2,886
2,769
2,873
3,112
3,283
3,120
3,127
3,171
2,945
2,918
2018/2019 Average
2,752
2,868
3,099
3,026
3,170
3,459
3,684
3,432
3,365
3,309
3,099
2,927
2021 - 2018/2019 Average
-264
-429
-251
-128
-94
170
340
312
% Increase
-10%
-15%
-8%
-4%
-3%
5%
9%
9%
TrafficVolume 9/14/2021
Adjustment 3 21 PM
Colorado Department of Transportation 11/0912021
DiExSysTM Roadway Safety Systems
General Summary of Crashes Report Job #: 20211109125318
Location: 85 L Begin:283.88 End:283.90 From:01/01/2019 To:12/31/2019
Severity Crash Type Weather Conditions
PDO: 0 Overturning: 0 None: 1
INJ: 0 2 :Injured Other Non Collision: 0 Rain: 0
FAT: 1 1 Killed Pedestrians: 0 Snow/Sleet/Hail: 0
Total: 1 Broadside: 1 Fog: 0
Head On: 0 Dust: 0
Number of Vehicles Rear End: 0 Wind: 0
One Vehicle: 0 Sideswipe Same: 0 Unknown: 0
Two Vehicles: 1 Sideswipe Opposite: 0
Approach Turn: 0 Total: 1
Three or More: 0 pp
Unknown: 0 Overtaking Turn: 0 Road Conditions
Parked Motor Vehicle: 0 Dry: 1
Total: 1 Railway Vehicle: 0 Wet: 0
Location Bicycles: 0 Muddy: 0
On Road: 1 Domestic Animal: 0 Snowy: 0
Off Road: 0 Wild Animal: 0 Icy: 0
Unknown: 0 Fixed Objects: 0 Slushy: 0
Other Objects: 0 Foreign Material: 0
Total: 1 Unknown: 0 With Road Treatment: 0
Mainline/Ramps/Frontage Rds Total: 1
Unknown: 0
Mainline: 1 [i17i1
Ramps: 0 Vehicle Types Vehicle 1 - Vehicle 2 - Vehicle 3
Frontage/Ramp Intsx: 0 Passenger CarNan: 0 0 0
Frontage Roads: 0 Passenger Car/Van w/Trailer: 0 0 0
HOV Lanes: 0 Pickup Truck/Utility Van: 0 0 0
Unknown: 0 Pickup Truck/Utility Van w/Trailer: 0 0 0
Total: 1 SUV: 1 0 0
SUV w/Trailer: 0 0 0
Lighting Conditions Truck 10k lbs or Less: 0 0 0
Daylight: 1 Trucks > 10k lbs/Busses > 15 People: 0 1 0
Dawn or Dusk: 0 School Bus < 15 People: 0 0 0
Dark -Lighted: 0 Non School Bus < 15 People: 0 0 0
Dark - Unlighted: 0 Motorhome: 0 0 0
Unknown: 0 Motorcycle: 0 0 0
Total: 1 Bicycle: 0 0 0
Crash Rates Motorized Bicycle: 0 0 0
PDO: 0.00• PerMVMT Farm Equipment: 0 0 0
•* Per 100 MVMT Hit and Run - Unknown: 0 0 0
INJ: 0.00* Other: 0 0 0
FAT: ***.**** Total: 18.65 Unknown: 0 0 0
Total: 1 1 0
ADT: 4,739 Length: 0.03
Any intentional or inadvertent release of this data or any data derived from Page 1
its use shall not constitute a waiver of privilege pursuant to 23 USC 409. User: claytonp on
Appendix B
Traffic Count Data
Sustainable Traffic Solutions, Inc
North Weld Gravel Pit Traffic Impact Study Applegate Group, Inc
Weld County, Colorado November 22, 2021
Existing Peak Hour Counts Converted to Passenger Car Equivalents
I - WCR 39/Site Access NBLT Decel 7 0 1 10 0 0 8 24
SBLT Decel
11
3
2
23
11
3
2
23
2 WCR 90 /WCR 39
SBRT Decel
14
1
14
58
20
1
10
52
EBLT Decel
14
1
12
52
4
0
9
31
SB to WB RT Accel
14
1
14
58
20
1
10
52
NBRT Decel
16
0
5
31
23
0
2
29
SBLT Decel
9
0
10
39
9
0
0
9
3 85/WCR90
WBLT Decel
28
1
12
66
25
2
3
38
-US
WBRT Decel
8
0
10
38
11
1
1
16
NB to EB RT Accel
16
0
5
31
23
0
2
29
WB to NB RT Accel
8
0
10
38
11
1
1
16
SBRT Decel
0
0
0
0
0
0
0
0
WCR 37 / WCR 94
EBLT Decel
0
0
0
0
0
0
0
0
SB to WB RT Accel
0
0
0
0
0
0
0
0
NBRT Decel
4
0
0
4
11
0
0
11
SBLT Decel
2
0
0
2
1
0
0
1
US 85 / WCR 94
WBLT Decel
7
0
0
7
4
0
0
4
WBRT Decel
2
0
0
2
1
0
0
1
NB to EB RT Accel
4
0
0
4
11
0
0
11
WB to NB RT Accel
2
0
0
2
1
0
0
1
Notes
1 The classification data were collected by Miovision when the traffic count data for the study were processed The following FHWA vehicle classifications apply to the
Miovision categories Lights -1 through 3, Mediums 4 through 7 Articulated Trucks -8 through 13
2 The peak hour counts were converted to passenger car equivalents based on the State Highway Access Code Section 2 3(4)(e)
North Weld Gravel Pit 10-15-21 11/19/2021
4 -Turn Lane Summary 5 50 PM
All Traffic Data Services
1 WCR 39 & WCR 90 AM
Tuesday, July 20, 2021
Peak Hour
07:30 AM - 08:30 AM
Peak 15 -Minutes
07:30 AM - 07:45 AM
Traffic Counts - All Vehicles
WCR 90
Time
Eastbound
U -Turn
Left
Thru
Right
RTOR
7:00 AM
0
6
5
0
0
7:15 AM
0
4
3
0
0
7:30 AM
0
6
11
0
7:45 AM
0
3
8
0
0
8:00 AM
0
13
10
0
0
8:15 AM
0
5
7
0
0
8:30 AM
0
5
5
0
0
8:45 AM
0
5
4
0
0
Peak Hour
27
WCR 90
Westbound
U -Turn
Left
Thru
Right
RTOR
U -Turn
0
0
7
3
0
0
0
0
5
3
0
0
0
0
12
2
0
0
0
0
5
1
0
0
0
0
8
0
0
0
0
1
4
1
0
0
0
0
5
3
0
0
0
0
5
1
0
0
Peak Rolling Hour Flow Rates
Eastbound
Westbound
Vehicle Type
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
Articulated Trucks
0
12
22
0
0
0
0
11
0
0
Lights
0
14
13
0
0
0
1
18
3
0
Mediums
0
1
1
0
0
0
0
0
1
0
Total
0
27
36
0
0
0
1
29
4
0
WCR 39
Northbound
Left
Thru
Right
RTOR
0
2
0
0
0
0
0
0
1
0
0
0
1
3
1
0
0
1
0
0
0
3
0
0
0
2
0
0
0
3
0
0
WCR 39
Southbound
_ U -Turn
Left
Thru
Right
RTOR
0
1
2
8
0
0
0
2
5
0
0
0_
0
9
0
0
5
4
6
0
0
1
1
4
0
0
1
1
10
0
0
2
1
7
0
0
1
1
14
0
29
Total
34
22
41
37
38
33
30
34
Northbound
Southbound
U -Turn
Left
Thru
Right
RTOR
U Turn
Left
Thru
Right
RTOR
Total
0
0
0
1
0
0
3
2
14
0
65
0
2
6
0
0
0
3
3
14
0
77
0
0
1
0
0
0
1
1
1
0
7
0
2
7
1
0
0
7
6
29
0
149
All Traffic Data Services
2 US85&WCR90AM
Tuesday, July 20, 2021
Peak Hour
07:00 AM - 08:00 AM
Peak 15 -Minutes
07:30 AM - 07:45 AM
Traffic Counts - All Vehicles
WCR 90
WCR 90
US 85
U585
Time
Eastbound
Westbound
Northbound
Southbound
Total
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru Right
RTOR
U -Turn
Left
Thru
Right
RTOR
7:00 AM
0
1
4
3
0
0
8
6
2
0
0
3
44 8
0
0
2
36
0
0
117
7:15 AM
0
1
1
1
0
0
7
4
6
0
0
3
52 3
0
0
1
42
2
0
123
7:30 AM
0
2
0
3
0
0
15
4
4
0
0
4
41 7
0
0
7
40
1
0
128
7:45 AM
0
0
2
2
0
0
11
4
6
0
0
3
50 3
0
0
9
32
1
0
123
8:00 AM
0
1
3
0
0
0
4
7
1
0
0
4
38 6
0
0
10
33
3
0
110
8:15 AM
0
2
3
3
0
0
13
4
2
0
0
6
43 5
0
0
6
25
0
0
112
8:30 AM
0
0
2
3
0
0
9
0
2
0
0
5
29 2
0
0
6
39
0
0
97
8:45 AM
0
0
2
3
0
0
13
5
4
0
0
0
29 7
0
0
2
30
2
0
97
Peak Hour
41
18
21
19
Peak Rolling Hour Flow Rates
Eastbound
Vehicle Type
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Articulated Trucks
0
0
1
0
0
0
12
Lights
0
4
5
9
0
0
28
Mediums
0
0
1
0
0
0
1
Total
0
4
7
9
0
0
41
Westbound
Thru
Right
RTOR
U -Turn
Left
6
10
0
0
3
9
8
0
0
10
3
0
0
0
0
18
18
0
0
13
Northbound
Thru
Right
RTOR
44
5
0
131
16
0
12
0
0
187
21
0
Southbound
U -Turn
Left
Thru
Right
RTOR
Total
0
10
22
0
0
113
0
9
125
4
0
358
0
0
3
0
0
20
0
19
150
4
0
491
All Traffic Data Services
3 WCR37&WCR 94 AM
Tuesday, July 20, 2021
Peak Hour
07:00 AM - 08:00 AM
Peak 15 -Minutes
07:00 AM - 07:15 AM
Traffic Counts - All Vehicles
Time
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Peak Rolling Hour Flow Rates
Vehicle Type
Articulated Trucks
Lights
Mediums
Total
WCR 94
Eastbound
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Eastbound
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
WCR 94
Westbound
Thru
Right
RTOR
U -Turn
Left
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
WCR 37
Northbound
Thru
Right
RTOR
U Turn
Left
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
WCR 37
Southbound
Total
Thru
Right
RTOR
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
1
0
0
0
0
Westbound
Northbound
Southbound
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
Total
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1
All Traffic Data Services
4 US 85 & WCR 94 AM
Tuesday, July 20, 2021
Peak Hour
07:15 AM - 08:15 AM
Peak 15 -Minutes
07:15 AM - 07:30 AM
Traffic Counts - All Vehicles
WCR 94
WCR 94
US 85
US 85
Time
Eastbound
Westbound
Northbound
Southbound
Total
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
7:00 AM
0
0
0
0
0
0
0
1
1
0
0
0
44
0
0
0
1
35
0
0
82
7:15 AM
0
0
0
0
0
0
2
0
1
0
1
0
49
1
0
0
0
46
0
0
100
7:30 AM
0
0
0
0
0
0
2
0
0
0
0
0
43
2
0
0
0
41
0
0
88
7:45 AM
0
0
0
0
0
0
2
0
0
0
0
0
53
1
0
0
0
44
0
0
100
8:00 AM
0
0
0
1
0
0
1
0
1
0
0
0
43
0
0
0
2
45
0
0
93
8:15 AM
0
0
0
0
0
0
0
0
3
0
0
0
47
1
0
0
1
37
0
0
89
8:30 AM
0
0
0
1
0
0
1
0
0
0
0
0
33
0
0
0
0
35
0
0
70
8:45 AM
0
0
0
0
0
0
0
0
0
0
0
0
30
3
0
0
0
29
0
0
62
Peak Hour
4
Peak Rolling Hour Flow Rates
Eastbound
Westbound
Northbound
Southbound
Vehicle Type
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru Right
RTOR
U -Turn
Left
Thru
Right
RTOR
Total
Articulated Trucks
0
0
0
0
0
0
0
0
0
0
0
0
54 0
0
0
0
44
0
0
98
Lights
0
0
0
1
0
0
7
0
2
0
0
0
128 4
0
0
2
128
0
0
272
Mediums
0
0
0
0
0
0
0
0
0
0
1
0
6 0
0
0
0
4
0
0
11
Total
0
0
0
1
0
0
7
0
2
0
1
0
188 4
0
0
2
176
0
0
381
All Traffic Data Services
1 WCR 39 & WCR 90 PM
Tuesday, July 20, 2021
Peak Hour
04:00 PM - 05:00 PM
Peak 15 -Minutes
04:00 PM - 04:15 PM
Traffic Counts - All Vehicles
Time
WCR 90
Eastbound
WCR 90
Westbound
WCR 39
Northbound
WCR 39
Southbound
Total
U -Turn
Left
Thru
Right
RTOR
UTurn
Left
Thru
Right
RTOR
U Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
4:00 PM
0
3
6
1
0
0
0
5
1
0
0
0
1
0
0
0
9
2
12
0
40
4:15 PM
0
1
5
0
0
0
0
4
1
0
0
0
0
0
0
0
1
2
5
0
19
4:30 PM
0
5
3
0
0
0
0
7
1
0
0
0
1
0
0
0
2
1
7
0
27
4:45 PM
0
4
4
1
0
0
1
7
1
0
0
0
0
0
0
0
4
0
7
0
29
5:00 PM
0
7
5
0
0
0
0
3
4
0
0
0
1
0
0
0
3
2
3
0
28
5:15 PM
0
5
2
0
0
0
0
5
1
0
0
0
0
0
0
0
4
1
4
0
22
5:30 PM
0
3
6
0
0
0
0
9
0
0
0
0
1
0
0
0
5
0
2
0
26
5:45 PM
0
1
8
0
0
0
0
7
2
0
0
0
0
0
0
0
0
0
8
0
26
Peak Rolling Hour Flow Rates
Eastbound
Westbound
Northbound
Southbound
Vehicle Type
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
Total
Articulated Trucks
0
9
0
0
0
0
0
0
1
0
0
0
0
0
0
0
2
0
10
0
22
Lights
0
4
18
2
0
0
1
22
1
0
0
0
2
0
0
0
11
5
20
0
86
Mediums
0
0
0
0
0
0
0
1
2
0
0
0
0
0
0
0
3
0
1
0
7
Total
0
13
18
2
0
0
1
23
4
0
0
0
2
0
0
0
16
5
31
0
115
All Traffic Data Services
2 US 85 & WCR 90 PM
Tuesday. July 20. 2021
Peak Hour
04:30 PM - 05:30 PM
Peak 15 -Minutes
04:30 PM - 04:45 PM
Traffic Counts - All Vehicles
Time
4:00
PM
4:15
PM
4:30
PM
4:45
PM
5:00
PM
5:15
PM
5:30
PM
545
PM
Peak Rolling Hour Flow Rates
WCR 90
Eastbound
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
0
1
6
4
0
0
7
0
1
2
4
0
0
7
0
0
3
4
0
0
7
0
0
8
12
0
0
11
0
1
2
2
0
0
4
0
0
5
3
0
0
8
0
1
3
3
0
0
4
0
0
2
5
0
0
9
Eastbound
VehicleType
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Articulated Trucks
0
0
10
4
0
0
3
Lights
0
1
5
16
0
0
25
Mediums
0
0
3
1
0
0
2
Total
0
1
18
21
0
0
30
WCR 90 US 85
Westbound
Northbound
Thru
Right
RTOR U
-Turn
Left Thru
Right
RTOR
U -Turn
Left
5
4
0
0
4 43
3
0
0
4
6
5
0
0
9 48
7
0
0
3
4
4
0
0
6 52
5
0
0
0
4
3
0
0
3 56
5
0
0
6
3
3
0
0
2 47
11
0
0
2
4
3
0
0
5 58
4
0
0
1
4
7
0
0
6 40
14
0
0
2
6
3
0
0
0 31
9
0
0
7
Westbound
Northbound
Thru
Right
RTOR
U -Turn
Left
1
1
0
0
3
12
it
0
0
13
2
1
0
0
0
15
13
0
0
16
US 85
Southbound
Thru
Right
RTOR
Total
45
0
0
126
48
1
0
141
72
0
0
157
49
0
0
157
62
0
0
139
51
1
0
143
63
2
0
149
53
0
0
125
Southbound
Thru
Right
RTOR U
-Turn
Left
Thru
Right
RTOR
Total
15
2
0
0
0
13
0
0
52
195
23
0
0
9
218
1
0
529
3
0
0
0
0
3
0
0
15
213
25
0
0
9
234
1
0
596
All Traffic Data Services
3 WCR 37 & WCR 94 PM
Tuesday, July 20, 2021
Peak Hour
04:00 PM - 05:00 PM
Peak 15 -Minutes
04:00 PM - 04:15 PM
Traffic Counts - All Vehicles
Time
WCR 94
Eastbound
WCR 94
Westbound
WCR 37
Northbound
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
4:00 PM
0
0
1
0
0
0
0
1
0
0
0
0
0
0
0
4:15 PM
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
4:30 PM
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
4:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
5:00 PM
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
5:15 PM
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
5:30 PM
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
5:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Peak Rolling Hour Flow Rates
Eastbound
Westbound
Northbound
Vehicle Type
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
Articulated Trucks
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Lights
0
0
1
0
0
0
0
3
0
0
0
0
0
0
0
Mediums
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
0
0
1
0
0
0
0
3
0
0
0
0
0
0
0
WCR 37
Southbound
Total
U -Turn
Left
Thru
Right
RTOR
0
0
0
0
0
2
0
0
0
0
0
1
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
1
0
0
0
0
0
1
0
0
0
0
0
0
Southbound
U -Turn
Left
Thru
Right
RTOR
Total
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
4
All Traffic Data Services
4 US85&WCR 94 PM
Tuesday, July 20, 2021
Peak Hour
04:45 PM - 05:45 PM
Peak 15 -Minutes
04:45 PM - 05:00 PM
Traffic Counts - All Vehicles
4:00
PM
4:15
PM
4:30
PM
4:45
PM
5:00
PM
5:15
PM
5:30
PM
5:45
PM
Peak Rolling Hour Flow Rates
Vehicle Type
Articulated Trucks
Lights
Mediums
Total
WCR 94
WCR 94
US 85
US 85
Eastbound
Westbound
Northbound
Southbound
Total
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
U Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
0
0
0
0
0
0
0
0
1
0
0
0
52
1
0
0
0
54
0
0
108
0
0
0
0
0
0
1
0
0
0
0
0
56
1
0
0
1
55
0
0
114
0
1
0
0
0
0
0
0
1
0
0
1
46
1
0
0
0
68
0
0
118
0
0
0
0
0
0
0
0
0
0
0
0
63
2
0
0
0
60
0
0
125
0
0
0
0
0
0
3
0
1
0
0
0
43
2
0
0
0
59
0
0
108
0
0
0
0
0
0
0
0
0
0
0
0
59
5
0
0
0
53
0
0
117
0
0
0
0
0
0
1
0
0
0
0
0
51
2
0
0
1
68
0
0
123
0
0
0
0
0
0
1
0
0
0
0
0
29
0
0
0
0
68
0
0
98
Eastbound
Westbound
Northbound
Southbound
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
R Y1t
RTOR
U -Turn
Left
Thru
Right
RTOR
U -Turn
Left
Thru
Right
RTOR
Total
0
0
0
0
0
0
0
0
0
0
0
0
15
0
0
0
0
11
0
0
26
0
0
0
0
0
0
4
0
1.
0
0
0
198
11
0
0
1
224
0
0
439
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
5
0
0
8
0
0
0
0
0
0
4
0
1
0
0
0
216
11
0
0
1
240
0
0
473
c*%d
ALL TRAFFIC DATA SERVICES
(303) 216-2439
www.alltrafficdata.net
Location: 1 WCR 39 & WCR 90 AM
Date: Tuesday, July 20, 2021
Peak Hour: 07:30 AM - 08:30 AM
Peak 15 -Minutes: 07:30 AM - 07:45 AM
Peak Hour -All Vehicles
(86) 42 0.69 38 (75)
1 t
NJ
(116) 0 ,J 1 1. Ii (66)
4
60 N I 34
29
0.68 27 J W 0.91 E 0.68
63 36 ~ S 1r 1 44
(100) 0 i t rC 0 (65)
O N V
J.TP 3. 1 t
(13) 7 0.55 10 (17)
Note: Total study counts contained in parentheses.
Traffic Counts
Peak Hour - Pedestrians/Bicycles on Crosswalk
I
Interval
Start Time
U -Turn
WCR 90
Eastbound
Left Thru
Right
U -Turn
WCR 90
Westbound
Left Thru
Right
U -Turn
WCR 39
Northbound
Left Thru
Right
U -Turn
WCR 39
Southbound
Left Thru
Right
Total
Rolling
Hour
Pedestrian
West East
Crossings
South North
7:00 AM
0
6
5
0
0
0
7
3
0
0
2
0
0
1
2
8
34
134
0
0
0
0
7:15 AM
0
4
3
0
0
0
5
3
0
0
0
0
0
0
2
5
22
138
0
0
0
0
7:45 AM
0
3
8
0
0
0
5
1
0
1
3
1
0
5
4
6
37
138
0
0
0
0
8:00 AM
0
13
10
0
0
0
8
0
0
0
1
0
0
1
1
4
38
135
0
0
0
0
8:15 AM
0
5
7
0
0
1
4
1
0
0
3
0
0
1
1
10
33
0
0
0
0
8:30 AM
0
5
5
0
0
0
5
3
0
0
2
0
0
2
1
7
30
0
0
0
0
8:45 AM
0
5
4
0
0
0
5
1
0
0
3
0
0
1
1
14
34
0
0
0
0
Count Total
0
47
53
0
0
1
51
14
0
2
14
1
0
11
12
63
269
0
0
0
0
Peak Hour
0
27
36
0
0
1
29
4
0
2
7
1
0
7
6
29
149
0
0
0
0
c*%d
ALL TRAFFIC DATA SERVICES
(303) 216-2439
www.alItrafficdata.net
Location: 2 US 85 & WCR 90 AM
Date: Tuesday, July 20, 2021
Peak Hour: 07:00 AM - 08:00 AM
Peak 15 -Minutes: 07:30 AM - 07:45 AM
Peak Hour -All Vehicles
(329) 173 0.94 209 (360)
1 i
A ='. > o m
(71) `,� 1 L 18 (141)
0
35 - N 18 ~ 4
77
0.69 J W 0.96 E 0.84
7 ~ T41
20 S 47
0
(42) 9 1 t rCm (101)
v
1 i
(375) 200 0.95 221 (395)
Note: Total study counts contained in parentheses.
Traffic Counts
Peak Hour - Pedestrians/Bicycles on Crosswalk
Interval
Start Time
U-Tum
WCR 90
Eastbound
Left Thru
Right
U -Turn
WCR 90
Westbound
Left Thru
Right
U -Turn
US 85
Northbound
Left Thru
Right
U -Turn
US 85
Southbound
Left Thru
Right
Total
Rolling
Hour
Pedestrian
West East
Crossings
South North
7:00 AM
0
1
4
3
0
8
6
2
0
3
44
8
0
2
36
0
117
491
0
0
0
0
7:15 AM
0
1
1
1
0
7
4
6
0
3
52
3
0
1
42
2
123
484
0
0
0
0
7:45 AM
0
0
2
2
0
11
4
6
0
3
50
3
0
9
32
1
123
442
0
1
0
0
8:00 AM
0
1
3
0
0
4
7
1
0
4
38
6
0
10
33
3
110
416
0
0
0
0
8:15 AM
0
2
3
3
0
13
4
2
0
6
43
5
0
6
25
0
112
0
0
0
0
8:30 AM
0
0
2
3
0
9
0
2
0
5
29
2
0
6
39
0
97
0
0
0
0
8:45 AM
0
0
2
3
0
13
5
4
0
0
29
7
0
2
30
2
97
0
0
0
0
Count Total
0
7
17
18
0
80
34
27
0
28
326
41
0
43
277
9
907
0
1
0
0
Peak Hour
0
4
7
9
0
41
18
18
0
13
187
21
0
19
150
4
491
0
1
0
0
c*%d
ALL TRAFFIC DATA SERVICES
(303) 216-2439
www.alltrafficdata.net
Location: 3 WCR 37 & WCR 94 AM
Date: Tuesday, July 20, 2021
Peak Hour: 07:00 AM - 08:00 AM
Peak 15 -Minutes: 07:00 AM - 07:15 AM
Peak Hour - All Vehicles
(1) 0 0.25 0 0
1 1 1
ooao�
(2) 0
,�.11 Lh`a (,)
N 1 0
0.00 0 y W 0.25 E a 0.25
0 S r 1 0
rl'1
o a ,i rC
a o 0 0
1 i
o a o.00 0 O
Note: Total study counts contained in parentheses.
Traffic Counts
Peak Hour - Pedestrians/Bicycles on Crosswalk
10 Or
iN
WE o
1 S 1
0
:0 0 I
Interval
Start Time
U -Turn
WCR 94
Eastbound
Left Thru
Right
U -Turn
WCR 94
Westbound
Left Thru
Right
U -Turn
WCR 37
Northbound
Left Thru
Right
U -Turn
WCR 37
Southbound
Left Thni
Right
Rolling
Total Hour
Pedestrian
West East
Crossings
South North
7:15 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
0
0
0
7:30 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
0
0
0
7:45 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 1
0
0
0
0
800 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 1
0
0
0
0
8:15 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
8:30 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
0
0
0
0
8:45 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Count Total
00
0
0
0
0
10
0
0
0
0
0
0
0
1
2
0
0
0
0
Peak Hour
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
1
0
00
0
a th
ALL TRAFFIC DATA SERVICES
(303) 216-2439
www.alltrafficdata.net
Location: 4 US 85 & WCR 94 AM
Date: Tuesday, July 20, 2021
Peak Hour: 07:15 AM - 08:15 AM
Peak 15 -Minutes: 07:15 AM - 07:30 AM
Peak Hour -All Vehicles
(316) 178 0.95 190 (348)
! i
wP =a O m N o
(1) 0 �J 1 �. U 2 (15)
0 4 O J N r0 9
0.50 O y W 0.95 E 7 0.75
1 y S r 6
0
(2) 1 '1 1 i f cm (12)
O - a
II
(323) 185 0.90 193 (351)
Note: Total study counts contained in parentheses.
Traffic Counts
Peak Hour - Pedestrians/Bicycles on Crosswalk
� �0 L
0
1 N
WE o
J,iS
0
WCR
94
WCR
94
US
85
US
85
Interval
Eastbound
Westbound
Northbound
Southbound
Rolling
Pedestrian
Crossings
Start Time
U -Turn
Left
Thru
Right
U -Turn
Left
Thru
Right
U -Turn
Left
Thru
Right
U -Turn
Left
Thru
Right
Total
Hour
West
East
South North
7:00 AM
0
0
0
0
0
0
1
1
0
0
44
0
0
1
35
0
82
370
0
0
0
0
7:30 AM
00
0
0
0
2
0
0
0
0
43
2
0
0
41
0
88
370
0
0
00
7:45 AM
0
0
0
0
0
2
0
0
0
0
53
1
0
0
44
0
100
352
0
0
0
0
8:00 AM
0
0
0
1
0
1
0
1
0
0
43
0
0
2
45
0
93
314
0
0
0
0
8:15 AM
0
0
0
0
0
0
0
3
0
0
47
1
0
1
37
0
89
0
0
0
0
8:30 AM
0
0
0
1
0
1
0
0
0
0
33
0
0
0
35
0
70
0
0
0
0
8:45 AM
0
0
0
0
0
0
0
0
0
0
30
3
0
0
29
0
62
0
0
0
0
Count Total 0 0 0 2 0 8 1 6 1 0 342 8 0 4 312 0 684 0 00 0
Peak Hour 0 0 0 1 0 7 0 2 1 0 188 4 0 2 176 0 381 0 0 0 0
c*%d
ALL TRAFFIC DATA SERVICES
(303) 216-2439
www.alltrafficdata.net
Location: 1 WCR 39 & WCR 90 PM
Date: Tuesday, July 20, 2021
Peak Hour: 04:00 PM - 05:00 PM
Peak 15 -Minutes: 04:00 PM - 04:15 PM
Peak Hour - All Vehicles
(84) 52 0.57 19 (44)
! t ;
1, lJL 4 __(528
9)
N
0.77 13 J W 0.72 E ~ 23 0.86
18 y r 1
_► 34
(70) 2 ,' 1 1 1 1 0 0 (67)
O O N O
! i
(11) 8 0.50 2 (4)
Note: Total study counts contained in parentheses.
Traffic Counts
WCR 90
Interval Eastbound
Start Time U -Turn Left Thni
WCR 90
Westbound
U -Turn Left Thru
4:15 PM
0
1
5
0
0
0
4
1
4:30 PM
0
5
3
0
0
0
7
1
4:45 PM
0
4
4
1
0
1
7
1
5:00 PM
0
7
5
0
0
0
3
4
5:15 PM
0
5
2
0
0
0
5
1
5:30 PM
0
3
6
0
0
0
9
0
5:45 PM
0
1
8
0
0
0
7
2
CountTotal
0
29
39
2
0
1
47
11
Peak Hour
0
13
18
2
0
1
23
4
Peak Hour - Pedestrians/Bicycles on Crosswalk
WCR 39
Northbound
U -Turn Left Thru
N
Wa E o
S
0
WCR 39
Southbound
U-Tum Left Thru
Rolling Pedestrian Crossings
Total Hour West East South North
0
0
0
0
0
1
2
5
19
103
0
0
0
0
0
0
1
0
0
2
1
7
27
106
0
0
0
0
0
0
0
0
0
4
0
7
29
105
0
0
0
0
0
0
1
0
0
3
2
3
28
102
0
0
0
0
0
0
0
0
0
4
1
4
22
0
0
0
0
0
0
1
0
0
5
0
2
26
0
0
0
0
0
0
0
0
0
0
0
8
26
0
0
0
0
0
0
4
0
0
28
8
48
217
0
00
0
0
0
2
0
0
16
5
31
115
0
0
0
0
c*%d
ALL TRAFFIC DATA SERVICES
(303) 216-2439
www.alltrafficdata.net
Location: 2 US 85 & WCR 90 PM
Date: Tuesday, July 20, 2021
Peak Hour: 04:30 PM - 05:30 PM
Peak 15 -Minutes: 04:30 PM - 04:45 PM
Peak Hour - All Vehicles
(472) 244 0.85 227 (411)
I. i
NJ
A O O
(75) 0 D� 1 h IJL 13 (125)
32 t• 1_s
, N 15 4• 58
0.56 y W 0.95 E 0.93
18 Jr 30
40 21 S 52
(72) �^ * n 1 rC 0 (114)
-1O - N N
O N
O
! i
(537) 285 0.95 254 (468)
Note: Total study counts contained in parentheses.
Traffic Counts
WCR
90
WCR
90
US
85
US 85
Interval
Eastbound
Westbound
Northbound
Southbound
Rolling
Pedestrian
Crossings
Start Time
U -Turn
Left
Thru
Right
U -Turn
Left
Thru
Right
U-Tum
Left
Thru
Right
U -Turn
Left Thru
Right
Total
Hour
West
East
South North
4:00 PM
0
1
6
4
0
7
5
4
0
4
43
3
0
4 45
0
126
581
0
0
0
0
4:15 PM
0
1
2
4
0
7
6
5
0
9
48
7
0
3 48
1
141
594
0
0
0
0
4:45 PM
0
0
8
12
0
11
4
3
0
3
56
5
0
6 49
0
157
588
0
0
0
0
5:00 PM
0
1
2
2
0
4
3
3
0
2
47
11
0
2 62
0
139
556
0
0
0
0
5:15 PM
0
0
5
3
0
8
4
3
0
5
58
4
0
1 51
1
143
0
0
0
0
5:30 PM
0
1
3
3
0
4
4
7
0
6
40
14
0
2 63
2
149
0
0
0
0
5:45 PM
0
0
2
5
0
9
6
3
0
0
31
9
0
7 53
0
125
0
00
0
Count Total
0
4
31
37
0
57
36
32
0
35
375
58
0
25 443
4
11137
0
0
0
0
Peak Hour
0
1
18
21
0
30
15
13
0
16
213
25
0
9 234
1
596
0
0
0
0
Peak Hour - Pedestrians/Bicycles on Crosswalk
Location: 3 WCR 37 & WCR 94 PM
-,...- Date: Tuesday, July 20, 2021
ALL TRAFFIC DATA SERVICES Peak Hour: 04:00 PM - 05:00 PM
(303) 216-2439
www.alltrafficdata.net Peak 15 -Minutes: 04:00 PM - 04:15 PM
Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles on Crosswalk
0 0 0.00 0 (1)
! i
o 0 0 o
(4) o �«! 1 1. �L 0--- (4)
3 N a. 3
0.50 0 J W 0.50 E 3 0.75
1 y 1 ~ S* �+tr0
(3) 0 ,' 1 ~1 1 1 0 0 (2)
a o 0 0 F
! I
0 0 0.00 0 0
Note: Total study counts contained in parentheses.
Traffic Counts
Interval
StartTime
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
WCR 94
Eastbound
U -Turn
Left
Thru
Right
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
0
WCR 94 WCR 37 WCR 37
Westbound Northbound Southbound
Turn
Left
Thru
Right
0
0
1
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
U -Turn
Left
Thru
Right
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
U -Turn
Left
Thru
Right
-
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Rolling Pedestrian Crossings
Total Hour West East South North
1
3
0
0
0
0
1
3
0
0
0
0
0
3
0
0
0
0
1
3
0
0
0
0
1
0
0
0
0
1
0
0
0
0
0
0
0
0
0
Count Total
0
1
2
0
0
0
4
0
0
0
0
0
0
0
0
0
7
0
00
0
Peak Hour
0
0
1
0
0
0
3
0
0
0
0
0
0
0
0
0
4
0
00
0
c*%d
ALL TRAFFIC DATA SERVICES
(303) 216-2439
www.alltrafficdata.net
Location: 4 US 85 & WCR 94 PM
Date: Tuesday, July 20, 2021
Peak Hour: 04:45 PM - 05:45 PM
Peak 15 -Minutes: 04:45 PM - 05:00 PM
Peak Hour - All Vehicles
(487) 241 0.90 217 (403)
I
a O O - O
(1) 0 ���JL 1 (9)
0 0 J N I0 5
0.25 0 y W 0.95 E r4
0.38
0 y S y 12
"' 0 "n n i r� 0 (16)
O O N
O
II
(491) 244 0.87 227 (414)
Note: Total study counts contained in parentheses.
Traffic Counts
Peak Hour - Pedestrians/Bicycles on Crosswalk
WCR
94
WCR 94
US
85
US
85
Interval
Eastbound
Westbound
Northbound
Southbound
Rolling
Pedestrian
Crossings
Start Time
U -Turn
Left
Thru
Right
U-Tum
Left Thru
Right
U -Turn
Left
Thru
Right
U -Turn
Left
Thru
Right
Total
Hour
West
East
South North
4:00 PM
0
0
0
0
0
0 0
1
0
0
52
1
0
0
54
0
108
465
0
0
0
0
4:15 PM
0
0
0
0
0
1 0
0
0
0
56
1
0
1
55
0
114
465
0
0
0
0
4:30 PM
0
1
0
0
0
0 0
1
0
1
46
1
0
0
68
0
118
468
0
0
0
0
5:00 PM
0
0
0
0
0
3 0
1
0
0
43
2
0
0
59
0
108
446
0
0
0
0
5:15 PM
0
0
0
0
0
0 0
0
0
0
59
5
0
0
53
0
117
0
0
0
0
5:30 PM
0
0
0
0
0
1 0
0
0
0
51
2
0
1
68
0
123
0
0
0
0
5:45 PM
0
0
0
0
0
1 0
0
0
0
29
0
0
0
68
0
98
0
0
0
0
CountTotal
0
1
0
0
0
6 0
3
0
1
399
14
0
2
485
0
911
0
00
0
Peak Hour
0
0
0
0
0
4 0
1
0
0
216
11
0
1
240
0
473
0
0
0
0
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All Traffic Data Services Page 2
www.alltrafficdata.net
Date Start: 20 -Jul -21
Site Code: 5
Station ID: 5
WCR 39 N.O. WCR 94
Start
Cars &
2 Axle
2 Axle
3 Axle
4 Axle
<5 AxI
5 Axle
>6 Axl
<6 AxI
6 Axle
>6 Axl
Time
Bikes
Trailers
Long
Buses
6 Tire
Single
Single
Double
Double
Double
Multi
Multi
Multi
Total
07/20/21
0
0
0
0
0
0
0
0
0
0
0
0
0
0
01:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
03:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
05:00
0
10
1
0
0
1
0
0
1
0
0
0
1
14
06:00
0
17
1
0
1
1
1
0
3
0
0
0
1
25
07:00
0
24
3
0
0
3
2
1
2
1
0
0
1
37
08:00
0
23
1
0
3
2
2
0
0
2
0
0
1
34
09:00
0
21
1
0
1
0
0
0
3
1
0
0
1
28
10:00
0
37
3
0
2
6
1
0
2
1
0
0
0
52
11:00
0
25
4
0
4
1
5
0
4
0
0
0
2
45
12 PM
0
18
0
0
3
3
0
1
1
2
0
0
1
29
13:00
0
17
3
0
1
1
1
1
7
2
0
0
1
34
14:00
0
20
1
0
2
2
2
0
4
2
0
0
1
34
15:00
0
16
2
0
2
2
2
1
5
0
0
0
2
32
16:00
0
15
1
0
0
2
0
0
1
0
0
0
0
19
17:00
0
8
6
0
1
0
0
0
2
0
0
0
1
18
18:00
0
7
1
0
1
1
0
0
0
0
0
0
0
10
19:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
20:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
21:00
0
2
0
0
1
0
0
0
0
0
0
0
0
3
22:00
0
4
0
0
0
0
0
0
0
0
0
0
0
4
23:00
0
1
1
0
0
0
0
0
0
0
0
0
0
2
Day
Total
0
269
29
0
22
25
16
4
35
11
0
0
13
424
Percent
0.0%
63.4%
6.8%
0.0%
5.2%
5.9%
3.8%
0.9%
8.3%
2.6%
0.0%
0.0%
3.1%
AM Peak
10:00
11:00
11:00
10:00
11:00
07:00
11:00
08:00
11:00
10:00
Vol.
37
4
4
6
5
1
4
2
2
52
PM Peak
14:00
17:00
12:00
12:00
14:00
12:00
13:00
12:00
15:00
13:00
Vol.
20
6
3
3
2
1
7
2
2
34
Grand 0 269 29 0 22 25 16 4 35 11 0 0 13 424
Total
Percent 0.0% 63.4% 6.8% 0.0% 5.2% 5.9% 3.8% 0.9% 8.3% 2.6% 0.0% 0.0% 3.1%
All Traffic Data Services Page 1
www.alltrafficdata.net
Date Start: 20 -Jul -21
Site Code: 5
Station ID: 5
WCR 39 N.O. WCR 94
Start
1
16
21
26
31
36
41
46
51
56
61
66
71
76
85th
95th
Time
15
20
25
30
35
40
45
50
55
60
65
70
75
999
Total
Percent
Percent
07/20/21
0
0
0
0
0
1
0
0
0
0
0
0
0
0
1
39
39
01:00
0
0
0
0
0
1
0
0
0
0
0
0
0
0
1
39
39
02:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
03:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
04:00
0
0
0
0
2
0
0
0
0
0
0
0
0
0
2
34
34
05:00
2
6
11
3
0
0
0
0
0
0
0
0
0
0
22
24
28
06:00
16
3
8
3
1
1
0
0
0
0
0
0
0
0
32
25
32
07:00
12
6
4
2
2
2
0
0
0
0
0
0
0
0
28
29
36
08:00
21
9
7
2
0
0
0
0
0
0
0
0
0
0
39
22
25
09:00
14
7
11
3
0
0
0
0
0
0
0
0
0
0
35
23
27
10:00
12
14
11
3
0
0
0
0
0
0
0
0
0
0
40
23
26
11:00
16
6
8
5
1
1
0
0
0
0
0
0
0
0
37
26
30
12 PM
10
7
10
3
2
1
0
0
0
0
0
0
0
1
34
26
33
13:00
11
13
6
4
0
1
0
0
0
0
0
0
0
0
35
24
29
14:00
13
10
7
2
1
0
0
0
0
0
0
0
0
0
33
23
28
15:00
13
7
4
4
1
1
0
0
0
0
0
0
0
0
30
26
32
16:00
5
3
5
2
0
0
0
0
0
0
0
0
0
0
15
24
28
17:00
6
2
0
3
1
2
0
0
0
0
0
0
0
0
14
34
38
18:00
4
2
0
1
4
1
0
0
0
0
0
0
0
0
12
33
36
19:00
0
0
0
1
1
0
1
0
0
0
0
0
0
0
3
42
44
20:00
1
0
0
3
0
0
0
0
0
0
0
0
0
0
4
29
29
21:00
0
0
0
0
1
0
1
0
0
0
0
0
0
0
2
43
44
22:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
Total 156 95 92 44 17 12 2 0 0 0 0 0 0 1 419
Percent 37.2% 22.7% 22.0% 10.5% 4.1% 2.9% 0.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.2%
AM Peak 08:00 10:00 05:00 11:00 04:00 07:00 10:00
PM Peak
Vol.
14:00 13:00 12:00 13:00
13 13 10 4
18:00
4
17:00
2
19:00
1
12:00 13:00
1 35
Grand
Total
156 95 92 44
17
12
2 0 0
0 0 0 0 1 419
Percent
37.2% 22.7% 22.0% 10.5%
4.1%
2.9%
0.5% 0.0% 0.0%
0.0% 0.0% 0.0% 0.0% 0.2%
15th Percentile:
6 MPH
50th Percentile:
17 MPH
85th Percentile:
26 MPH
95th Percentile:
32 MPH
Statistics
10 MPH Pace Speed:
16-25 MPH
Number in Pace:
187
Percent in Pace:
44.6%
Number of Vehicles > 55 MPH:
1
Percent of Vehicles > 55 MPH:
0.2%
Mean Speed(Average) :
18 MPH
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All Traffic Data Services
www.alitrafficdata.net
Page 1
Date Start: 20 -Jul -21
Site Code: 5
Station ID: 5
WCR 39 N.O. WCR 94
Start 20 -Jul -21
Time Tue
NB
SB
Total
12:00 AM
1
0
1
01:00
1
0
1
02:00
0
1
1
03:00
0
0
0
04:00
2
1
3
05:00
22
14
36
06:00
32
25
57
07:00
28
37
65
08:00
39
34
73
09:00
35
28
63
10:00
40
52
92
11:00
37
45
82
12:00 PM
34
29
63
01:00
35
34
69
02:00
33
34
67
03:00
30
32
62
04:00
15
19
34
05:00
14
18
32
06:00
12
10
22
07:00
3
1
4
08:00
4
1
5
09:00
2
3
5
10:00
0
4
4
11:00
0
2
2
Total
419
424
843
Percent
49.7%
50.3%
AM Peak -
10:00
10:00 - - -
- - - 10:00
Vol. -
40
52 - - -
- - - 92
PM Peak -
13:00
13:00 - - -
- - - 13:00
Vol. -
35
34 - - -
- - - 69
Grand Total
419
424
843
Percent
49.7%
50.3%
ADT
ADT 843
AADT 843
All Traffic Data Services Page 1
www.alltrafficdata.net
Date Start: 20 -Jul -21
Site Code: 6
Station ID: 6
WCR 37 N.O. WCR 94
Start
Cars &
2 Axle
2 Axle
3 Axle
4 Axle
<5 AxI
5 Axle
>6 AxI
<6 Axl
6 Axle
>6 AxI
Time
Bikes
Trailers
Long
Buses
6 Tire
Single
Single
Double
Double
Double
Multi
Multi
Multi
Total
07/20/21
0
0
0
0
0
0
0
0
0
0
0
0
0
0
01:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
05:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
06:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
07:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
08:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
09:00
0
1
0
0
1
0
0
0
0
0
0
0
0
2
10:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11:00
0
1
1
0
0
0
0
0
0
0
0
0
0
2
12 PM
0
0
2
0
0
0
0
0
0
0
0
0
0
2
13:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
14:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
15:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
16:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
17:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
18:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
19:00
0
1
0
0
0
0
0
0
0
0
0
0
0
1
20:00
0
0
1
0
0
0
0
0
0
0
0
0
0
1
21:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
22:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
23:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Day
Total
0
8
4
0
1
0
0
0
0
0
0
0
0
13
Percent
0.0%
61.5%
30.8%
0.0%
7.7%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
AM Peak
06:00
11:00
09:00
09:00
Vol.
1
1
1
2
PM Peak
14:00
12:00
12:00
Vol.
1
2
2
Grand 0 8 4 0 1 0 0 0 0 0 0 0 0 13
Total
Percent 0.0% 61.5% 30.8% 0.0% 7.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
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All Traffic Data Services Page 1
www.alltrafficdata.net
Date Start: 20 -Jul -21
Site Code: 6
Station ID: 6
WCR 37 N.O. WCR 94
Start
1
16
21
26
31
36
41
46
51
56
61
66
71
76
85th
95th
Time
15
20
25
30
35
40
45
50
55
60
65
70
75
999
Total
Percent
Percent
07/20/21
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
01:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
02:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
03:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
04:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
05:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
06:00
1
0
0
0
0
0
0
0
0
0
0
0
0
0
1
12
14
07:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
08:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
09:00
0
2
0
0
0
0
0
0
0
0
0
0
0
0
2
19
19
10:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11:00
0
0
1
1
0
0
0
0
0
0
0
0
0
0
2
28
29
12 PM
0
0
0
0
2
0
0
0
0
0
0
0
0
0
2
34
34
13:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
14:00
0
0
0
1
0
0
0
0
0
0
0
0
0
0
1
29
29
15:00
0
0
0
1
0
0
0
0
0
0
0
0
0
0
1
29
29
16:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
17:00
0
0
0
1
0
0
0
0
0
0
0
0
0
0
1
29
29
18:00
1
0
0
0
0
0
0
0
0
0
0
0
0
0
1
12
14
19:00
0
0
0
1
0
0
0
0
0
0
0
0
0
0
1
29
29
20:00
0
0
0
1
0
0
0
0
0
0
0
0
0
0
1
29
29
21:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
22:00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total 2 2 1 6 2 0 0 0 0 0 0 0 0 0 13
Percent 15.4% 15.4% 7.7% 46.2% 15.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
AM Peak 06:00 09:00 11:00 11:00 09:00
Vol. 1 2 1 1
PM Peak 18:00 14:00 12:00 12:00
Vol. 1 1 2 9
Grand 2 2 1 6 2 0 0 0 0 0 0 0 0 0 13
Total
Percent 15.4% 15.4% 7.7% 46.2% 15.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
15th Percentile: 14 MPH
50th Percentile: 26 MPH
85th Percentile: 30 MPH
95th Percentile: 33 MPH
Statistics 10 MPH Pace Speed:
26-35 MPH
Number in Pace :
8
Percent in Pace:
61.5%
Number of Vehicles > 55 MPH:
0
Percent of Vehicles > 55 MPH:
0.0%
Mean Speed(Average) :
24 MPH
All Traffic Data Services Page 2
www alltrafficdata net
Date Start 20 -Jul -21
Site Code 6
Station ID 6
WCR 37 N O WCR 94
Start
1
16
21
26
31
36
41
46
51
56
61
66
71
76
85th
95th
Time
15
20
25
30
35
40
45
50
55
60
65
70
75
999
Total
Percent
Percent
07/20/21
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
01 00
0
0
0
0 '
, 0-
0_ ,
0
0-
- 0
, 0 ,
0
0
0
_ 0
' 0
*
*
0200
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
0300
0
0
0
0
0
0
0
0
0
0
'0
0
'0
0
0
*
*
0400
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0500
0
0
,,0'
0
0
0'
0'
0
0
'0
0
0
0
0-
0
`
0600
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1
19
19
0700
0
0,
0_
0-
-0
0
0
0
0,
0
0
0
0
0
,0
*
*
0800
0
0
1
0
0
0
0
0
0
0
0
0
0
0
1
24
24
0900
0
0
0
0
0
0
0
- 0
' 1
0
,0
0_
0
0
1
54
54
1000
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11 00
0
0
0
0
0
0
0
1
'0
0
0
0
,0
0
1
49
49
12 PM
0
0
0
0
1
0
0
0
0
0
0
0
0
0
1
34
34
1300
0
0
_ 0-
0,
0
0
, 0
1
0
0-
0
0
0
0
1_
49
49
1400
0
0
0
0
0
0
1
0
0
0
0
0
0
0
1
44
44
1500
0
-0'
0-
," 0
0,
0
,0 ',
'0
0-
0
0
0
0
0
0
1600
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
`
1700'
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
1800-
1
0
0
0
0
1
0
0
0
0
0
0
0
0
2
38
39
1900
0
'0
0
0
0
0
0
0
0
,, 0
0
0,
0-
0
0
, *
2000
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
*
*
21 00 '
_ _ 0_
0 _ _
_ 0
0
,0
_ _0 _
_ 0 _
_ 0,
_0
0
0
0
0
'0
_0
*
*
2200
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2300-
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
1
1
1
0
1
1
1
2
1
0
0
0
0
0
9
Percent
111%
111%
111%
00%
111%
111%
111%
222%
111%
00%
00%
00%
00%
00%
AM Peak
0600
0800
11 00
0900
0600
PM Peak 1800
1200 1800 1400 1300
Grand 1 1 1 0 1 1 1 2 1 0 0 0 0 0
Total
Percent 111% 111% 111% 00% 111% 111% 111% 222% 111% 00% 00% 00% 00% 00%
15th Percentile 16 MPH
50th Percentile 37 MPH
85th Percentile 49 MPH
95th Percentile 52 MPH
Statistics 10 MPH Pace Speed
46-55 MPH
Number in Pace
3
Percent in Pace
33 3%
Number of Vehicles > 55 MPH
0
Percent of Vehicles > 55 MPH
0 0%
Mean Speed(Average)
35 MPH
1800
All Traffic Data Services Page 1
www.alItrafficdata.net
Date Start: 20 -Jul -21
Site Code: 6
Station ID: 6
WCR 37 N.O. WCR 94
Start 20 -Jul -21
Time — Tue
NB _
SB
Total
12:00 AM
0
0
0
01:00
0
0
0
02:00
0
0
0
03:00
0
0
0
04:00
0
0
0
05:00
0
0
0
06:00
1
1
2
07:00
0
0
0
08:00
0
1
1
09:00
2
1
3
10:00
0
0
0
11:00
2
1
3
12:00 PM
2
1
3
01:00
0
1
1
02:00
1
1
2
03:00
1
0
1
04:00
0
0
0
05:00
1
0
1
06:00
1
2
3
07:00
1
0
1
08:00
1
0
1
09:00
0
0
0
10:00
0
0
0
11:00 _ __
0
0
0
Total
13
9
22
Percent
59_1%
40.9%
AM Peak -
09:00
06:00 -
- - - - - 09:00
Vol. -
2
1 -
- - - - - 3
PM Peak -
12:00
18:00 -
- - - - - 12:00
Vol. _ -
2
2 -
- - - - 3
Grand Total
13
9
_:-- _
22
Percent
59.1%
40.9%
ADT
ADT 22
AADT 22
Appendix C
VISTRO Analysis Results
Sustainable Traffic Solutions, Inc.
North Weld Gravel Pit Traffic Impact Study Sustainable Traffic Solutions
Weld County, Colorado November 22, 2021
Generated with Scenario 1: 1 Existing AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.4
Level Of Service: A
Volume to Capacity (v/c): 0.011
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
4j
1
T
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
30
34
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
8
30
34
0
0
8
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
9
10
0
0
2
Total Analysis Volume [veh/h]
9
35
40
0
0
9
Pedestrian Volume [ped/h]
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with •jVAIIi1•i Scenario 1: 1 Existing AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
Na
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.64
9.40
Movement LOS
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.02
0.02
0.00
0.03
95th -Percentile Queue Length (Mn]
0.50
0.50
0.00
0.82
d_A, Approach Delay [s/veh]
1.56
0.00
9.40
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
1.65
Intersection LOS
A
® 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 1: 1 Existing AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90/WCR 39
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 11.0
Level Of Service: B
Volume to Capacity (v/c): 0.014
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
I
1
+
e'1•
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
0
0
EntryPocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
2
7
1
7
6
29
27
36
0
1
29
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
2
7
1
7
6
29
27
36
0
1
29
4
Peak Hour Factor
0.5500
0.5500
0.5500
0.6900
0.6900
0.6900
0.6800
0.6800
0.6800
0.6800
0.6800
0.6800
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
3
0
3
2
11
10
13
0
0
11
1
Total Analysis Volume [veh/h]
4
13
2
10
9
42
40
53
0
1
43
6
Pedestrian Volume [ped/h]
0
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with W� Scenario 1: 1 Existing AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.02
0.00
0.01
0.01
0.05
0.03
0.00
d_M, Delay for Movement [s/veh]
10.88
10.85
9.06
10.70
11.01
9.21
7.55
7.49
Movement LOS
B
B
A
B
B
A
A
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.09
0.09
0.09
0.24
0.24
0.24
0.09
0.09
0.00
0.00
0.00
95th -Percentile Queue Length [ft/In]
2.24
2.24
2.24
5.98
5.98
5.98
2.13
2.13
0.05
0.05
0.05
d_A, Approach Delay [s/veh]
10.67
9.72
3.25
0.15
Approach LOS
B
A
A
A
d_I, Intersection Delay [s/veh]
4.96
Intersection LOS
B
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IYM1iSi Scenario 1: 1 Existing AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 14.0
Level Of Service: B
Volume to Capacity (v/c): 0.045
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
'111 r
'111 r
«h
u
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Wdth [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
0
0
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
13
187
21
19
150
4
4
7
9
41
18
19
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/hj
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
13
187
21
19
150
4
4
7
9
41
18
19
Peak Hour Factor
0.9500
0.9500
0.9500
0.9400
0.9400
0.9400
0.6900
0.6900
0.6900
0.8400
0.8400
0.8400
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
49
6
5
40
1
1
3
3
12
5
6
Total Analysis Volume [veh/h]
14
197
22
20
160
4
6
10
13
49
21
23
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IjYAIIi(.i Scenario 1: 1 Existing AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.02
0.01
0.02
0.01
0.10
0.05
0.03
d_M, Delay for Movement [s/veh]
7.77
7.92
12.41
13.22
9.26
13.35
14.02
10.37
Movement LOS
A
A
A
A
A
A
B
B
A
B
B
B
95th -Percentile Queue Length [vehAn]
0.03
0.00
0.00
0.05
0.00
0.00
0.15
0.15
0.15
0.60
0.60
0.60
95th -Percentile Queue Length [ft/In]
0.81
0.00
0.00
1.22
0.00
0.00
3.79
3.79
3.79
14.89
14.89
14.89
d_A, Approach Delay [s/veh]
0.47
0.86
11.28
12.76
Approach LOS
A
A
B
B
d I, Intersection Delay [s/veh]
3.30
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 1: 1 Existing PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.5
Level Of Service: A
Volume to Capacity (v/c): 0.011
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
I
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
11
44
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
8
11
44
0
0
8
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
3
13
0
0
2
Total Analysis Volume [veh/h]
9
13
52
0
0
9
Pedestrian Volume [ped/h]
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with Scenario 1: 1 Existing PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.67
9.47
Movement LOS
A
A
A
A
95th -Percentile Queue Length [veh/ln]
0.02
0.02
0.00
0.03
95th -Percentile Queue Length [ft/In]
0.50
0.50
0.00
0.84
d_A, Approach Delay [s/veh]
3.14
0.00
9.47
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
1.86
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with =lYM3l(S1 Scenario 1: 1 Existing PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90/WCR 39
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 10.4
Level Of Service: B
Volume to Capacity (v/c): 0.012
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
0
2
0
16
5
31
13
18
2
1
23
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Veh ides Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
2
0
16
5
31
13
18
2
1
23
4
Peak Hour Factor
0.5000
0.5000
0.5000
0.5700
0.5700
0.5700
0.7700
0.7700
0.7700
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
0
7
2
14
4
6
1
0
7
1
Total Analysis Volume [veh/h]
0
4
0
28
9
54
17
23
3
1
27
5
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with =VMIi(•i Scenario 1: 1 Existing PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.01
0.00
0.03
0.01
0.06
0.01
0.00
d_M, Delay for Movement [s/veh]
9.98
9.96
10.42
9.25
7.48
7.44
Movement LOS
A
A
B
A
A
A
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.02
0.35
0.35
0.35
0.04
0.04
0.04
0.00
0.00
0.00
95th -Percentile Queue Length [ft/In]
0.42
8.66
8.66
8.66
0.88
0.88
0.88
0.05
0.05
0.05
d_A, Approach Delay [s/veh]
9.98
9.59
2.96
0.23
Approach LOS
A
A
A
A
d_I, Intersection Delay [s/vehl
6.12
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IM Scenario 1: 1 Existing PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 15.6
Level Of Service: C
Volume to Capacity (v/c): 0.085
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
'111 r
"11 l r
"
+
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
0
0
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
16
213
25
9
234
1
1
18
21
30
15
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips (veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
16
213
25
9
234
1
1
18
21
30
15
13
Peak Hour Factor
0.9500
0.9500
0.9500
0.8500
0.8500
0.8500
0.5600
0.5600
0.5600
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
4
56
7
3
69
0
0
8
9
8
4
3
Total Analysis Volume [veh/h]
17
224
26
11
275
1
2
32
37
32
16
14
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with =� Scenario 1: 1 Existing PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.01
0.00
0.08
0.04
0.08
0.04
0.02
d M, Delay for Movement [s/veh]
8.07
7.99
14.55
15.55
10.37
15.03
15.41
10.39
Movement LOS
A
A
A
A
A
A
B
C
B
C
C
B
95th -Percentile Queue Length [veh/In]
0.04
0.00
0.00
0.03
0.00
0.00
0.46
0.46
0.46
0.46
0.46
0.46
95th -Percentile Queue Length [ft/In]
1.09
0.00
0.00
0.68
0.00
0.00
11.49
11.49
11.49
11.62
11.62
11.62
d_A, Approach Delay [s/veh]
0.51
0.31
12.83
14.08
Approach LOS
A
A
B
B
d I, Intersection Delay [s/veh]
2.92
Intersection LOS
C
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 2: 2 2022 Back AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.4
Level Of Service: A
Volume to Capacity (v/c): 0.011
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
i'i
"►
«..
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
30
34
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/hl
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
8
30
34
0
0
8
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
9
10
0
0
2
Total Analysis Volume [veh/h]
9
35
40
0
0
9
Pedestrian Volume [ped/h]
0
0
0
® 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IIjYjKIirt.i Scenario 2: 2 2022 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.64
9.40
Movement LOS
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.02
0.02
0.00
0.03
95th -Percentile Queue Length [ft/In]
0.50
0.50
0.00
0.82
d_A, Approach Delay [s/veh]
1.56
0.00
9.40
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
1.65
Intersection LOS
A
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IJScenario 2: 2 2022 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90/WCR 39
Control Type: Two-way stop Delay (sec / veh): 11.1
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.014
Intersection Setup
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
2
7
1
7
6
29
27
36
0
1
29
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips (veh/h)
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume (veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
2
7
1
7
6
29
28
37
0
1
30
4
Peak Hour Factor
0.5500
0.5500
0.5500
0.6900
0.6900
0.6900
0.6800
0.6800
0.6800
0.6800
0.6800
0.6800
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
3
0
3
2
11
10
14
0
0
11
1
Total Analysis Volume [veh/h]
4
13
2
10
9
42
41
54
0
1
44
6
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with I2i�7 Scenario 2: 2 2022 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.02
0.00
0.01
0.01
0.05
0.03
0.00
d_M, Delay for Movement [s/veh]
10.92
10.89
9.07
10.74
11.05
9.22
7.56
7.50
Movement LOS
B
B
A
B
B
A
A
A
A
A
A
95th -Percentile Queue Length (vehAn]
0.09
0.09
0.09
0.24
0.24
0.24
0.09
0.09
0.00
0.00
0.00
95th -Percentile Queue Length [ft/In]
2.26
2.26
2.26
6.01
6.01
6.01
2.18
2.18
0.05
0.05
0.05
d_A, Approach Delay [s/veh]
10.70
9.74
3.26
0.15
Approach LOS
B
A
A
A
d_I, Intersection Delay [s/veh]
4.93
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IYAIIi(.i Scenario 2: 2 2022 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 14.1
Level Of Service: B
Volume to Capacity (v/c): 0.045
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
'111 r
# 11 r
+
1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Wdth [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
0
0
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
13
187
21
19
150
4
4
7
9
41
18
19
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
13
191
21
19
153
4
4
7
9
42
18
19
Peak Hour Factor
0.9500
0.9500
0.9500
0.9400
0.9400
0.9400
0.6900
0.6900
0.6900
0.8400
0.8400
0.8400
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
50
6
5
41
1
1
3
3
13
5
6
Total Analysis Volume [veh/h]
14
201
22
20
163
4
6
10
13
50
21
23
Pedestrian Volume [ped/h]
0
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with A!iIYMIl1SI Scenario 2: 2 2022 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.02
0.01
0.02
0.01
0.10
0.05
0.03
d_M, Delay for Movement [s/veh]
7.77
7.93
12.48
13.30
9.28
13.46
14.14
10.43
Movement LOS
A
A
A
A
A
A
B
B
A
B
B
B
95th -Percentile Queue Length [vehAn]
0.03
0.00
0.00
0.05
0.00
0.00
0.15
0.15
0.15
0.61
0.61
0.61
95th -Percentile Queue Length [ftAn]
0.81
0.00
0.00
1.22
0.00
0.00
3.81
3.81
3.81
15.26
15.26
15.26
d_A, Approach Delay [s/veh]
0.46
0.85
11.33
12.87
Approach LOS
A
A
B
B
d_I, Intersection Delay [s/veh]
3.30
Intersection LOS
B
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 2: 2 2022 Back PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop Delay (sec / veh): 9.5
Analysis Method: HCM 6th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.011
Intersection Setup
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
F
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
11
44
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
8
11
44
0
0
8
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
3
13
0
0
2
Total Analysis Volume [veh/h]
9
13
52
0
0
9
Pedestrian Volume [ped/h]
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with 12M Scenario 2: 2 2022 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.67
9.47
Movement LOS
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.02
0.02
0.00
0.03
95th -Percentile Queue Length [ft/In]
0.50
0.50
0.00
0.84
d_A, Approach Delay [s/veh]
3.14
0.00
9.47
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
1.86
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with I Scenario 2: 2 2022 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90IWCR 39
Control Type: Two-way stop Delay (sec / veh): 10.4
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.012
Intersection Setup
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
11*
4fi.
1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
0
2
0
16
5
31
13
18
2
1
23
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
2
0
16
5
31
13
18
2
1
23
4
Peak Hour Factor
0.5000
0.5000
0.5000
0.5700
0.5700
0.5700
0.7700
0.7700
0.7700
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
0
7
2
14
4
6
1
0
7
1
Total Analysis Volume [veh/h]
0
4
0
28
9
54
17
23
3
1
27
5
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IIIYiIIi.i Scenario 2: 2 2022 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.01
0.00
0.03
0.01
0.06
0.01
0.00
d_M, Delay for Movement [s/veh]
9.98
9.96
10.42
9.25
7.48
7.44
Movement LOS
A
A
B
A
A
A
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.02
0.35
0.35
0.35
0.04
0.04
0.04
0.00
0.00
0.00
95th -Percentile Queue Length [ft/In]
0.42
8.66
8.66
8.66
0.88
0.88
0.88
0.05
0.05
0.05
d_A, Approach Delay [s/veh]
9.98
9.59
2.96
0.23
Approach LOS
A
A
A
A
d_I, Intersection Delay [s/veh]
6.12
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 2: 2 2022 Back PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 15.7
Level Of Service: C
Volume to Capacity (v/c): 0.086
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
i I I r
I I I r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
0
0
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
16
213
25
9
234
1
1
18
21
30
15
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
16
217
26
9
239
1
1
18
21
31
15
13
Peak Hour Factor
0.9500
0.9500
0.9500
0.8500
0.8500
0.8500
0.5600
0.5600
0.5600
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
4
57
7
3
70
0
0
8
9
8
4
3
Total Analysis Volume [veh/h]
17
228
27
11
281
1
2
32
37
33
16
14
Pedestrian Volume [pedlh]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with FIYAI*i(.i Scenario 2: 2 2022 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.01
0.00
0.09
0.04
0.08
0.04
0.02
d_M, Delay for Movement [s/veh]
8.09
8.00
14.70
15.73
10.42
15.21
15.60
10.46
Movement LOS
A
A
A
A
A
A
B
C
B
C
C
B
95th -Percentile Queue Length [vehAn]
0.04
0.00
0.00
0.03
0.00
0.00
0.47
0.47
0.47
0.48
0.48
0.48
95th -Percentile Queue Length [ft/In]
1.09
0.00
0.00
0.69
0.00
0.00
11.65
11.65
11.65
12.03
12.03
12.03
d_A, Approach Delay [s/veh]
0.51
0.30
12.93
14.25
Approach LOS
A
A
B
B
dl, Intersection Delay [s/veh]
2.92
Intersection LOS
C
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with lir%l•i Scenario 3: 3 2022 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.4
Level Of Service: A
Volume to Capacity (v/c): 0.013
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
ii
I.,
or
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
0
0
0
Entry Pocket Length [ft]
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
30
34
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
8
0
0
0
0
1
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
16
30
34
0
0
9
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
5
9
10
0
0
3
Total Analysis Volume [veh/h]
19
35
40
0
0
11
Pedestrian Volume [ped/h]
0
0
0
® 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with 12MW Ii ti7 Scenario 3: 3 2022 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.66
9.41
Movement LOS
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.04
0.00
0.00
0.04
95th -Percentile Queue Length [ftAn]
1.05
0.00
0.00
1.01
d A, Approach Delay [s/veh]
2.70
0.00
9.41
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
2.37
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 3: 3 2022 Total AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90/WCR 39
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 11.3
Level Of Service: B
Volume to Capacity (v/c): 0.015
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
4.11*
IjI*
41j114.
ljll.
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
2
7
1
7
6
29
27
36
0
1
29
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
1
8
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
2
7
1
7
6
30
36
37
0
1
30
4
Peak Hour Factor
0.5500
0.5500
0.5500
0.6900
0.6900
0.6900
0.6800
0.6800
0.6800
0.6800
0.6800
0.6800
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
3
0
3
2
11
13
14
0
0
11
1
Total Analysis Volume [veh/h]
4
13
2
10
9
43
53
54
0
1
44
6
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IiI'M&IlSI Scenario 3: 3 2022 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.02
0.00
0.02
0.01
0.05
0.04
0.00
d_M, Delay for Movement (s/veh]
11.21
11.14
9.08
11.00
11.31
9.24
7.58
7.50
Movement LOS
B
B
A
B
B
A
A
A
A
A
A
95th -Percentile Queue Length [veh/n]
0.09
0.09
0.09
0.25
0.25
0.25
0.11
0.11
0.00
0.00
0.00
95th -Percentile Queue Length [ft/In]
2.35
2.35
2.35
6.21
6.21
6.21
2.85
2.85
0.05
0.05
0.05
d_A, Approach Delay [s/veh]
10.94
9.82
3.75
0.15
Approach LOS
B
A
A
A
d_l, Intersection Delay [s/veh]
5.13
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 3: 3 2022 Total AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 14.2
Level Of Service: B
Volume to Capacity (v/c): 0.046
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
'111 r
'11 I r
+
+
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Wdth [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
0
0
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
13
187
21
19
150
4
4
7
9
41
18
19
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/hl
0
0
7
1
0
0
0
0
0
1
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
13
191
28
20
153
4
4
7
9
43
18
19
Peak Hour Factor
0.9500
0.9500
0.9500
0.9400
0.9400
0.9400
0.6900
0.6900
0.6900
0.8400
0.8400
0.8400
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
50
7
5
41
1
1
3
3
13
5
6
Total Analysis Volume [veh/h]
14
201
29
21
163
4
6
10
13
51
21
23
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IA!jVAI1i1.i Scenario 3: 3 2022 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.02
0.01
0.02
0.01
0.10
0.05
0.03
d M, Delay for Movement [s/veh]
7.77
7.96
12.52
13.42
9.28
13.52
14.20
10.46
Movement LOS
A
A
A
A
A
A
B
B
A
B
B
B
95th -Percentile Queue Length [vehAn]
0.03
0.00
0.00
0.05
0.00
0.00
0.15
0.15
0.15
0.62
0.62
0.62
95th -Percentile Queue Length [ftAn]
0.81
0.00
0.00
1.29
0.00
0.00
3.84
3.84
3.84
15.53
15.53
15.53
d_A, Approach Delay [s/veh]
0.45
0.89
11.38
12.93
Approach LOS
A
A
B
B
d_I, Intersection Delay [s/veh]
3.30
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with Scenario 3: 3 2022 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.5
Level Of Service: A
Volume to Capacity (v/c): 0.023
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
"1 I
I
►
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Wdth [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
0
0
0
Entry Pocket Length [ft]
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input (veh/h]
8
11
44
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
1
0
0
0
0
8
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
9
11
44
0
0
16
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
3
13
0
0
5
Total Analysis Volume (veh/h]
11
13
52
0
0
19
Pedestrian Volume [ped/h]
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with I!AVAIIl(.I Scenario 3: 3 2022 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.02
d_M, Delay for Movement [s/veh]
7.67
9.53
Movement LOS
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.02
0.00
0.00
0.07
95th -Percentile Queue Length [ftAn]
0.61
0.00
0.00
1.79
d_A, Approach Delay [s/veh]
3.52
0.00
9.53
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
2.79
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with Scenario 3: 3 2022 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90/WCR 39
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 10.5
Level Of Service: B
Volume to Capacity (v/c): 0.012
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
ifs
+
s f .
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
_
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
0
2
0
16
5
31
13
18
2
1
23
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
8
1
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
2
0
16
5
39
14
18
2
1
23
4
Peak Hour Factor
0.5000
0.5000
0.5000
0.5700
0.5700
0.5700
0.7700
0.7700
0.7700
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
0
7
2
17
5
6
1
0
7
1
Total Analysis Volume [veh/h]
0
4
0
28
9
68
18
23
3
1
27
5
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with II!jViI. •7 Scenario 3: 3 2022 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.01
0.00
0.03
0.01
0.07
0.01
0.00
d_M, Delay for Movement [s/veh]
10.00
10.04
10.51
9.33
7.48
7.44
Movement LOS
A
B
B
A
A
A
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.02
0.40
0.40
0.40
0.04
0.04
0.04
0.00
0.00
0.00
95th -Percentile Queue Length [ft/In]
0.42
10.06
10.06
10.06
0.93
0.93
0.93
0.05
0.05
0.05
d_A, Approach Delay [s/veh]
10.00
9.62
3.06
0.23
Approach LOS
A
A
A
A
d_I, Intersection Delay [s/veh]
6.41
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 3: 3 2022 Total PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 15.8
Level Of Service: C
Volume to Capacity (v/c): 0.041
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
'111 r
i I I r
+
1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
0
0
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
16
213
25
9
234
1
1
18
21
30
15
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
1
0
0
0
0
0
0
7
0
1
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
16
217
27
9
239
1
1
18
21
38
15
14
Peak Hour Factor
0.9500
0.9500
0.9500
0.8500
0.8500
0.8500
0.5600
0.5600
0.5600
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
4
57
7
3
70
0
0
8
9
10
4
4
Total Analysis Volume [veh/h]
17
228
28
11
281
1
2
32
37
41
16
15
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with I1!jIYM3I(SI Scenario 3: 3 2022 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.01
0.00
0.09
0.04
0.10
0.04
0.02
d_M, Delay for Movement [s/veh]
8.09
8.00
14.71
15.75
10.42
15.45
15.84
10.70
Movement LOS
A
A
A
A
A
A
B
C
B
C
C
B
95th -Percentile Queue Length [veh/In]
0.04
0.00
0.00
0.03
0.00
0.00
0.47
0.47
0.47
0.57
0.57
0.57
95th -Percentile Queue Length [ft/In]
1.09
0.00
0.00
0.69
0.00
0.00
11.66
11.66
11.66
14.16
14.16
14.16
d_A, Approach Delay [s/veh]
0.50
0.30
12.94
14.55
Approach LOS
A
A
B
B
d I, Intersection Delay [s/veh]
3.09
Intersection LOS
C
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 4: 4 2041 Back AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.4
Level Of Service: A
Volume to Capacity (v/c): 0.011
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
i
"►
T
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Wdth [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
30
34
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage (%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
8
30
34
0
0
8
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
9
10
0
0
2
Total Analysis Volume [veh/h]
9
35
40
0
0
9
Pedestrian Volume [ped/h]
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with K,iiIi(.i Scenario 4: 4 2041 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.64
9.40
Movement LOS
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.02
0.02
0.00
0.03
95th -Percentile Queue Length [ft/In]
0.50
0.50
0.00
0.82
d_A, Approach Delay [s/veh]
1.56
0.00
9.40
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
1.65
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 4: 4 2041 Back AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90/WCR 39
Control Type: Two-way stop Delay (sec / veh): 12.1
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.008
Intersection Setup
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Welsttbbo►und
Lane Configuration
di,
'11 r
astI �
1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
1
1
1
0
0
0
Entry Pocket Length [ft]
100.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
2
7
1
7
6
29
27
36
0
1
29
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
2
7
1
7
6
29
42
57
0
2
46
6
Peak Hour Factor
0.5500
0.5500
0.5500
0.6900
0.6900
0.6900
0.6800
0.6800
0.6800
0.6800
0.6800
0.6800
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
3
0
3
2
11
15
21
0
1
17
2
Total Analysis Volume [veh/h]
4
13
2
10
9
42
62
84
0
3
68
9
Pedestrian Volume [ped/h]
0
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with =lYAI3ltSI Scenario 4: 4 2041 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.02
0.00
0.02
0.02
0.05
0.04
0.00
d_M, Delay for Movement [s/veh]
12.09
11.90
9.29
11.52
11.75
9.19
7.66
7.56
Movement LOS
B
B
A
B
B
A
A
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.11
0.11
0.11
0.05
0.05
0.15
0.14
0.00
0.01
0.01
0.01
95th -Percentile Queue Length [ft/In]
2.63
2.63
2.63
1.36
1.26
3.67
3.43
0.00
0.16
0.16
0.16
d_A, Approach Delay [s/veh]
11.67
9.95
3.25
0.28
Approach LOS
B
A
A
A
d_l, Intersection Delay [s/veh]
4.33
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 4: 4 2041 Back AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 16.4
Level Of Service: C
Volume to Capacity (v/c): 0.194
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
11 r
, I I r
F
i I r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
1
1
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
13
187
21
19
150
4
4
7
9
41
18
19
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.3800
1.3800
1.3800
1.3800
1.3800
1.3800
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
18
258
29
26
207
6
6
11
14
64
28
30
Peak Hour Factor
0.9500
0.9500
0.9500
0.9400
0.9400
0.9400
0.6900
0.6900
0.6900
0.8400
0.8400
0.8400
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
5
68
8
7
55
2
2
4
5
19
8
9
Total Analysis Volume [veh/h]
19
272
31
28
220
6
9
16
20
76
33
36
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with =A Scenario 4: 4 2041 Back AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.02
0.02
0.02
0.05
0.02
0.19
0.09
0.04
d_M, Delay for Movement [s/veh]
7.94
8.18
15.20
15.91
9.89
16.42
15.78
9.51
Movement LOS
A
A
A
A
A
A
C
C
A
C
C
A
95th -Percentile Queue Length [vehAn]
0.05
0.00
0.00
0.07
0.00
0.00
0.30
0.30
0.30
0.71
0.29
0.14
95th -Percentile Queue Length (ft/In]
1.16
0.00
0.00
1.86
0.00
0.00
7.55
7.55
7.55
17.79
7.36
3.38
d_A, Approach Delay [s/veh]
0.47
0.90
13.09
14.56
Approach LOS
A
A
B
B
d I, Intersection Delay [s/veh]
4.02
Intersection LOS
C
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with FOLVAN ii (.1 Scenario 4: 4 2041 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.5
Level Of Service: A
Volume to Capacity (v/c): 0.011
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
«I
f ►
"r
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
11
44
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
8
11
44
0
0
8
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
3
13
0
0
2
Total Analysis Volume [veh/h]
9
13
52
0
0
9
Pedestrian Volume [ped/h]
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with FMEI i Scenario 4: 4 2041 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.67
9.47
Movement LOS
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.02
0.02
0.00
0.03
95th -Percentile Queue Length [ft/In]
0.50
0.50
0.00
0.84
d_A, Approach Delay [s/veh]
3.14
0.00
9.47
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
1.86
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 4: 4 2041 Back PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90/WCR 39
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 10.4
Level Of Service: B
Volume to Capacity (v/c): 0.013
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
,.F►
-1 r
st
1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
1
1
1
0
0
0
Entry Pocket Length [ft]
100.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
0
2
0
16
5
31
13
18
2
1
23
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips (veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
2
0
16
5
31
20
28
3
2
36
6
Peak Hour Factor
0.5000
0.5000
0.5000
0.5700
0.5700
0.5700
0.7700
0.7700
0.7700
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
0
7
2
14
6
9
1
1
10
2
Total Analysis Volume [veh/h]
0
4
0
28
9
54
26
36
4
2
42
7
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with =IYM3i;(•i Scenario 4: 4 2041 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.01
0.00
0.04
0.01
0.06
0.02
0.00
d_M, Delay for Movement [s/veh]
10.36
10.06
10.39
9.10
7.53
7.47
Movement LOS
B
B
B
A
A
A
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.02
0.12
0.04
0.18
0.05
0.00
0.00
0.00
0.00
0.00
95th -Percentile Queue Length [ftAn]
0.45
2.95
1.01
4.60
1.37
0.00
0.00
0.10
0.10
0.10
d_A, Approach Delay [s/veh]
10.36
9.52
2.97
0.29
Approach LOS
B
A
A
A
dl, Intersection Delay [s/veh]
5.28
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 4: 4 2041 Back PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 21.3
Level Of Service: C
Volume to Capacity (v/c): 0.182
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
1 1 r
I II r
+
# 1 r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
1
1
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
r
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ftJ
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
16
213
25
9
234
1
1
18
21
30
15
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.3800
1.3800
1.3800
1.3800
1.3800
1.3800
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
22
294
35
12
323
1
2
28
33
47
24
20
Peak Hour Factor
0.9500
0.9500
0.9500
0.8500
0.8500
0.8500
0.5600
0.5600
0.5600
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
6
77
9
4
95
0
1
12
15
13
6
5
Total Analysis Volume [veh/h]
23
309
37
14
380
1
4
50
59
51
26
22
Pedestrian Volume [ped/h]
0
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with I!jYMIi(.i Scenario 4: 4 2041 Back PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.02
0.01
0.01
0.18
0.08
0.19
0.09
0.03
d_M, Delay for Movement [s/veh]
8.41
8.27
20.32
21.31
12.91
21.30
18.66
9.57
Movement LOS
A
A
A
A
A
A
C
C
B
C
C
A
95th -Percentile Queue Length [veh/In]
0.07
0.00
0.00
0.04
0.00
0.00
1.09
1.09
1.09
0.68
0.29
0.08
95th -Percentile Queue Length [ft/In]
1.63
0.00
0.00
0.95
0.00
0.00
27.27
27.27
27.27
16.93
7.34
2.09
d_A, Approach Delay [s/veh]
0.52
0.29
16.89
18.00
Approach LOS
A
A
C
C
d_I, Intersection Delay [s/veh]
4.10
Intersection LOS
C
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 5: 5 2041 Total AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way Stop Delay (sec / veh): 9.4
Analysis Method: HCM 6th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.013
Intersection Setup
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
"11
�'►
..�.►
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
0
0
0
Entry Pocket Length [ft]
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
30
34
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
8
0
0
0
0
1
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
16
30
34
0
0
9
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
5
9
10
0
0
3
Total Analysis Volume [veh/h]
19
35
40
0
0
11
Pedestrian Volume [ped/h]
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with IiiYANVUI .i Scenario 5: 5 2041 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.01
d_M, Delay for Movement [s/veh]
7.66
9.41
Movement LOS
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.04
0.00
0.00
0.04
95th -Percentile Queue Length [ft/In]
1.05
0.00
0.00
1.01
d_A, Approach Delay [s/veh]
2.70
0.00
9.41
Approach LOS
A
A
A
d I, Intersection Delay [s/veh]
2.37
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with I!1 'Ifii i i Scenario 5: 5 2041 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 90IWCR 39
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 12.4
Level Of Service: B
Volume to Capacity (v/c): 0.008
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
i ji*
'11 r
i I
1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
1
1
1
0
0
0
Entry Pocket Length [ft]
100.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
2
7
1
7
6
29
27
36
0
1
29
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
1
8
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
2
7
1
7
6
30
50
57
0
2
46
6
Peak Hour Factor
0.5500
0.5500
0.5500
0.6900
0.6900
0.6900
0.6800
0.6800
0.6800
0.6800
0.6800
0.6800
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
3
0
3
2
11
18
21
0
1
17
2
Total Analysis Volume [veh/h]
4
13
2
10
9
43
74
84
0
3
68
9
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with =&ViIIii Scenario 5: 5 2041 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.03
0.00
0.02
0.02
0.05
0.05
0.00
d_M, Delay for Movement [s/veh]
12.44
12.20
9.31
11.83
12.04
9.20
7.68
7.56
Movement LOS
B
B
A
B
B
A
A
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.11
0.11
0.11
0.06
0.05
0.15
0.17
0.00
0.01
0.01
0.01
95th -Percentile Queue Length [ft/In]
2.75
2.75
2.75
1.42
1.32
3.76
4.13
0.00
0.16
0.16
0.16
d A, Approach Delay [s/veh]
11.95
10.04
3.60
0.28
Approach LOS
B
B
A
A
dl, Intersection Delay [s/veh]
4.52
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 5: 5 2041 Total AM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85IWCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 16.5
Level Of Service: C
Volume to Capacity (v/c): 0.198
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
111 r
'111 r
*h
'11 r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
1
1
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
13
187
21
19
150
4
4
7
9
41
18
19
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.3800
1.3800
1.3800
1.3800
1.3800
1.3800
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
7
1
0
0
0
0
0
1
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
18
258
36
27
207
6
6
11
14
65
28
30
Peak Hour Factor
0.9500
0.9500
0.9500
0.9400
0.9400
0.9400
0.6900
0.6900
0.6900
0.8400
0.8400
0.8400
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
5
68
9
7
55
2
2
4
5
19
8
9
Total Analysis Volume [veh/h]
19
272
38
29
220
6
9
16
20
77
33
36
Pedestrian Volume [ped/h]
0
0
0
0
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with lii!lyiiii i Scenario 5: 5 2041 Total AM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.02
0.03
0.02
0.05
0.02
0.20
0.09
0.04
d_M, Delay for Movement [s/veh]
7.94
8.21
15.26
16.06
9.90
16.53
15.83
9.51
Movement LOS
A
A
A
A
A
A
C
C
A
C
C
A
95th -Percentile Queue Length [veh/n]
0.05
0.00
0.00
0.08
0.00
0.00
0.30
0.30
0.30
0.73
0.30
0.14
95th -Percentile Queue Length [ft/In]
1.16
0.00
0.00
1.94
0.00
0.00
7.61
7.61
7.61
18.17
7.39
3.38
d_A, Approach Delay [s/veh]
0.46
0.93
13.16
14.64
Approach LOS
A
A
B
B
d_I, Intersection Delay [s/veh]
4.02
Intersection LOS
C
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 5: 5 2041 Total PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 1: WCR 39/Site Access
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 9.5
Level Of Service: A
Volume to Capacity (v/c): 0.023
Name
WCR 39
WCR 39
Site Access
Approach
Northbound
Southbound
Eastbound
Lane Configuration
#1 1
1'
Turning Movement
Left
Thru
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
0
0
0
Entry Pocket Length [ft]
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
Site Access
Base Volume Input [veh/h]
8
11
44
0
0
8
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
90.00
90.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
1
0
0
0
0
8
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/hl
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
9
11
44
0
0
16
Peak Hour Factor
0.8500
0.8500
0.8500
0.8500
0.8500
0.8500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
3
13
0
0
5
Total Analysis Volume [veh/h]
11
13
52
0
0
19
Pedestrian Volume [ped/h]
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with II!jVM3i;l.i Scenario 5: 5 2041 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.02
d_M, Delay for Movement [s/veh]
7.67
9.53
Movement LOS
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.02
0.00
0.00
0.07
95th -Percentile Queue Length [ft/In]
0.61
0.00
0.00
1.79
d_A, Approach Delay [s/veh]
3.52
0.00
9.53
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
2.79
Intersection LOS
A
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions. Inc.
Generated with �IYAI1i.i Scenario 5: 5 2041 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 2: WCR 901WCR 39
Control Type: Two-way stop Delay (sec / veh): 10.4
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.013
Intersection Setup
Name
WCR 39
WCR 39
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
,.f►
'11 r
i �
1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
1
1
1
0
0
0
Entry Pocket Length [ft]
100.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
WCR 39
WCR 39
WCR 90
WCR 90
Base Volume Input [veh/h]
0
2
0
16
5
31
13
18
2
1
23
4
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
37.00
37.00
37.00
37.00
37.00
37.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
8
1
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
2
0
16
5
39
21
28
3
2
36
6
Peak Hour Factor
0.5000
0.5000
0.5000
0.5700
0.5700
0.5700
0.7700
0.7700
0.7700
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
0
7
2
17
7
9
1
1
10
2
Total Analysis Volume [veh/h]
0
4
0
28
9
68
27
36
4
2
42
7
Pedestrian Volume [ped/h]
0
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with Iiiiiyiiii t7 Scenario 5: 5 2041 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Stop
Stop
Free
Free
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.01
0.00
0.04
0.01
0.07
0.02
0.00
d_M, Delay for Movement [s/veh]
10.38
10.08
10.41
9.16
7.53
7.47
Movement LOS
B
B
B
A
A
A
A
A
A
A
95th -Percentile Queue Length [vehAn]
0.02
0.12
0.04
0.24
0.06
0.00
0.00
0.00
0.00
0.00
95th -Percentile Queue Length (ft/In]
0.45
2.96
1.01
5.88
1.42
0.00
0.00
0.10
0.10
0.10
d A, Approach Delay [s/veh]
10.38
9.51
3.03
0.29
Approach LOS
B
A
A
A
d_I, Intersection Delay [s/veh]
5.54
Intersection LOS
B
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with
Scenario 5: 5 2041 Total PM
North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Level Of Service Report
Intersection 3: US 85/WCR 90
Control Type: Two-way stop
Analysis Method: HCM 6th Edition
Analysis Period: 15 minutes
Intersection Setup
Delay (sec / veh): 21.8
Level Of Service: C
Volume to Capacity (v/c): 0.214
Name
US 85
US 85
WCR 90
WCR 90
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
11 i r
'111 r
411 r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
1
1
1
0
0
1
1
Entry Pocket Length [ft]
290.00
120.00
425.00
420.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
Volumes
Name
US 85
US 85
WCR 90
WCR 90
Base Volume Input [veh/h]
16
213
25
9
234
1
1
18
21
30
15
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehides Percentage [%]
16.00
16.00
16.00
16.00
16.00
16.00
20.00
20.00
20.00
20.00
20.00
20.00
Growth Factor
1.3800
1.3800
1.3800
1.3800
1.3800
1.3800
1.5700
1.5700
1.5700
1.5700
1.5700
1.5700
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
1
0
0
0
0
0
0
7
0
1
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
22
294
36
12
323
1
2
28
33
54
24
21
Peak Hour Factor
0.9500
0.9500
0.9500
0.8500
0.8500
0.8500
0.5600
0.5600
0.5600
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
6
77
9
4
95
0
1
12
15
15
6
6
Total Analysis Volume [veh/h]
23
309
38
14
380
1
4
50
59
58
26
23
Pedestrian Volume [ped/h]
0
0
0
0
O 11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Generated with)SI Scenario 5: 5 2041 Total PM North Weld Gravel Pit TIS
Version 2022 (SP 0-0) Weld County, CO
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
No
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.02
0.01
0.01
0.18
0.08
0.21
0.09
0.03
d_M, Delay for Movement [s/veh]
8.41
8.27
20.35
21.33
12.92
21.83
18.66
9.58
Movement LOS
A
A
A
A
A
A
C
C
B
C
C
A
95th -Percentile Queue Length [veh/ln]
0.07
0.00
0.00
0.04
0.00
0.00
1.09
1.09
1.09
0.79
0.29
0.09
95th -Percentile Queue Length [ftAn]
1.63
0.00
0.00
0.95
0.00
0.00
27.31
27.31
27.31
19.80
7.34
2.19
d_A, Approach Delay [s/veh]
0.52
0.29
16.90
18.43
Approach LOS
A
A
C
C
d_I, Intersection Delay [s/veh]
4.25
Intersection LOS
C
11/18/2021 Joseph L. Henderson, PE, PTOE
Sustainable Traffic Solutions, Inc.
Appendix
Traffic Signal Warrant Analysis
Sustainable Traffic Solutions, Inc
North Weld Gravel Pit Traffic Impact Study Sustainable Traffic Solutions
Weld County, Colorado November 22, 2021
Traffic Signal Warrant Analysis Volumes
Existing Volumes
600AM
5 160 25
13 150 4
flJLL
3 16 8
--J
31 13 13
700AM
43
164
31
20
190
18
4
14
47
31
26
12
8 00 AM
40
141
25
7
130
18
10
9
63
34
9
15
9 00 AM
17
128
19
7
120
3
2
11
14
16
12
9
1000AM
11
127
8
14
118
3
2
14
12
16
18
11
1100 AM
11
107
25
9
143
3
3
19
9
24
9
11
12 00 PM
8
128
18
13
125
5
4
5
11
23
6
11
100 PM
11
142
22
7
141
4
7
8
19
17
16
8
2 00 PM
42
143
24
9
155
9
2
7
15
28
17
18
3 00 PM
31
163
26
12
178
15
26
29
77
30
21
14
4 00 PM
1 B
222
25
21
191
9
6
14
22
49
15
18
5 00 PM
23
167
26
11
229
10
10
14
11
25
12
21
The data were collected on Wednesday November 10 2021
Year 2041 Background Volumes
6 00 AM
7 221 35
18 207 6
3
__
16 8
49 20 20
700AM
59
226
43
28
262
25
4
14
47
49
41
19
800AM AM
55
195
35
10
179
25
10
9
63
53
14
24
900AM AM
23
177
26
10
166
4
2
11
14
25
19
14
1000AM
15
175
11
19
163
4
2
14
12
25
28
17
11 00 AM
15
148
35
12
197
4
3
19
9
38
14
17
12 00 PM
11
177
25
18
173
7
4
5
11
36
9
17
100 PM
15
196
30
10
195
6
7
8
19
27
25
13
2 00 PM
56
197
33
12
214
12
2
7
15
44
27
28
3 00 PM
43
225
36
17
246
21
26
29
77
47
33
22
4 00 PM
25
306
35
29
264
12
6
14
22
77
24
28
500 PM
32
230
36
15
316
14
10
14
11
39
19
33
Year 2041 Total Traffic
6 00 AM
7 221 35
18 207 6
3 16 8 49 20 20
700AM
59
226
50
29
262
25
4
14
47
49
41
19
8 00 AM
55
195
36
10
179
25
10
9
63
58
14
25
9 00 AM
23
177
27
10
166
4
2
11
14
26
19
14
1000AM
15
175
12
19
163
4
2
14
12
26
28
17
1100 AM
15
148
36
12
197
4
3
19
9
39
14
17
12 00 PM
11
177
26
18
173
7
4
5
11
37
9
17
100 PM
15
196
31
10
195
6
7
8
19
28
25
13
2 00 PM
58
197
34
12
214
12
2
7
15
45
27
28
3 00 PM
43
225
41
18
246
21
26
29
77
48
33
22
4 00 PM
25
306
36
29
264
12
6
14
22
84
24
29
5 00 PM
32
230
36
15
316
14
10
14
11
40
19
33
24621 - PIERCE -PM -15 -Minute Summary 11/18/2021
Hourly Summary 1 04 PM
Location: 1 US 85 & CR 90 AM
Date: Wednesday, November 10, 2021
Peak Hour: 07:30 AM - 08:30 AM
(303) 216-2439
www.alltrafficdata.net
Peak Hour - All Vehicles
(534)
124
0.53
116
(547)
(2,114) 217 0.84
195 (2,032)
Peak 15 -Minutes:
i
J O
1. 1; (659)
` 14
— 77
N
12JI 24
y W 0.87 E
13 39
S r
93 ,^ fl
1
r
Co
t
fcc
I
(2,503) 311 0.89 274 (2,326)
0.85
56
(577)
Note: Total study counts contained in parentheses.
Traffic Counts
07:45 AM - 08:00 AM
Peak Hour - Pedestrians/Bicycles on Crosswalk
14.=�L
4_0 0
IC 0
o WVE o
1 S 1
0
4_0 0��
Interval
Start Time
U -Turn
CR 90
Eastbound
Left Thru
Right
U -Turn
CR 90
Westbound
Left Thru
Right
U -Turn
US 85
Northbound
Left Thni
Right
U -Turn
US 85
Southbound
Left Thru
Right
Total
Rolling
Hour
Pedestrian
West East
Crossings
South North
6:00 AM
0
1
1
2
0
7
4
2
0
1
40
6
0
2
23
1
90
441
0
0
0
0
6:15 AM
0
1
3
2
0
9
3
3
0
1
39
4
0
5
37
1
108
477
0
0
0
0
6:30 AM
0
0
2
2
0
10
2
4
0
1
31
10
0
5
47
0
114
490
0
0
0
0
6:45 AM
0
1
10
2
0
5
4
4
0
2
50
5
0
1
43
2
129
531
0
0
1
0
7:00 AM
0
0
5
3
0
4
6
3
0
3
43
5
0
9
43
2
126
600
0
0
0
0
7:15 AM
0
1
2
8
0
10
5
2
0
6
32
3
0
6
43
3
121
666
0
0
0
0
7:30 AM
0
0
2
9
0
9
5
3
0
18
41
10
0
3
51
4
155
686
0
0
0
0
8:00 AM
0
6
1
37
0
12
7
3
0
28
41
5
0
2
37
13
192
501
0
0
0
0
8:15 AM
0
3
5
20
0
10
2
4
0
7
39
8
0
0
38
5
141
417
0
0
0
0
8:30 AM
0
1
2
3
0
9
0
6
0
3
38
9
0
2
23
0
96
368
0
0
0
0
8:45 AM
0
0
1
3
0
3
0
2
0
2
23
3
0
3
32
0
72
345
0
0
0
0
9:00 AM
0
1
3
3
0
5
2
2
0
4
44
7
0
2
33
2
108
358
0
0
0
0
915 AM
0
0
3
4
0
4
4
1
0
3
29
5
0
4
35
0
92
333
0
0
0
0
9:30 AM
0
0
3
2
0
5
3
2
0
7
24
2
0
0
25
0
73
324
0
0
0
0
9:45 AM
0
1
2
5
0
2
3
4
0
3
31
5
0
1
27
1
85
356
0
0
0
0
10:00 AM
0
0
2
2
0
6
5
3
0
5
27
3
0
4
26
0
83
354
0
0
0
0
10:15 AM
0
0
4
5
0
5
3
2
0
2
32
1
0
1
28
0
83
365
0
0
0
0
10:30 AM
0
1
7
3
0
3
4
4
0
1
37
3
0
3
38
1
105
382
0
0
0
1
10:45 AM
0
1
1
2
0
2
6
2
0
3
31
1
0
6
26
2
83
377
0
0
0
0
11.00 AM
0
1
11
3
0
3
1
1
0
5
27
6
0
5
30
1
94
373
0
0
0
0
11:15 AM
0
0
1
2
0
9
3
5
0
1
25
9
0
2
42
1
100
353
0
0
0
0
11:30 AM
0
2
5
1
0
10
5
3
0
3
25
8
0
0
38
0
100
350
0
0
0
0
11:45 AM
0
0
2
3
0
2
0
2
0
2
30
2
0
2
33
1
79
350
0
0
0
0
12:00 PM
0
0
0
4
0
7
0
2
0
1
27
3
0
0
29
1
74
357
0
0
0
0
12:15 PM
0
2
2
4
0
4
2
5
0
2
37
3
0
6
28
2
97
366
0
0
0
0
12:30 PM
0
0
2
0
0
5
3
0
0
2
36
4
0
5
42
1
100
374
0
0
0
0
12:45 PM
0
2
1
3
0
7
1
4
0
3
28
8
0
2
26
1
86
371
0
0
0
0
1:00 PM
0
4
0
4
0
6
4
1
1
0
26
5
0
1
29
2
83
402
0
0
0
0
1:15 PM
0
2
2
10
0
6
3
3
0
3
32
10
0
2
31
1
105
431
0
0
0
0
1:30 PM
0
1
0
4
0
2
5
3
0
4
41
3
0
2
31
1
97
423
0
0
0
0
1:45 PM
0
0
6
1
0
3
4
1
0
3
43
4
0
2
50
0
117
451
0
0
0
0
2:00 PM
0
0
4
1
0
6
0
7
0
6
43
5
0
1
39
0
112
469
0
0
0
0
2:15 PM
0
0
1
5
0
4
1
4
0
4
37
6
0
3
32
0
97
511
0
0
0
0
2:30 PM
0
2
2
2
0
8
4
3
0
9
35
8
0
2
50
0
125
588
0
0
0
0
245 PM
0
0
0
7
0
10
12 4
300 PM
0
4
11
17
0
5
6 4
315 PM
0
15
8
39
0
10
6 2
330 PM
0
2
4
8
0
11
4 4
345 PM
0
5
6
13
0
4
5 4
400 PM
0
2
2
4
0
16
4 4
415 PM
0
2
5
3
0
15
2 2
430 PM
0
1
2
6
0
9
7 4
445 PM
0
1
5
9
0
9
2 8
500 PM
0
2
6
2
0
10
4 3
515 PM
0
5
5
4
0
6
6 7
530 PM
0
2
3
3
0
5
0 6
545 PM
0
1
0
2
0
4
2 5
0 23
28
5
0
3
34
9
135
597
0
0
0 0
0 14
33
4
0
5
42
9
154
622
0
0
0 0
0 5
26
9
0
1
51
2
174
619
0
0
0 0
0 7
51
5
0
2
34
2
134
577
0
0
0 0
0 5
53
8
0
4
51
2
160
609
0
0
0 0
0 6
58
5
0
5
43
2
151
610
0
0
0 0
0 5
49
5
0
4
39
1
132
619
0
0
0 0
0 5
59
9
0
4
59
1
166
627
0
0
0 0
0 2
56
6
0
8
50
5
161
606
0
0
0 0
0 4
42
9
0
3
73
2
160
559
0
0
0 0
0 6
43
5
0
5
44
4
140
0
0
0 0
0 10
39
9
0
0
65
3
145
0
0
0 0
0 3
43
3
0
3
47
1
114
0
0
0 0
Count Total 0 79 160 308 0 324 174 161 1 259 1,792 274 0 143 1,870 101 5,646 0 0 1 1
Peak Hour 0 12 13 93 0 39 24 14 0 69 169 36 0 7 179 31 686 0 0 0 0
Traffic Signal Warrant Analysis
.
Major Street Name
.
US 85
North/South or East/West
N/S
Speed Limit
40 mph
# of Approach Lanes
2 or more
% of Right Turn Traffic to Include
100%
Minor Street Name
WCR 90
# of Approach Lanes
1
% of Right Turn Traffic to Include
50%
Isolated Community < 10,000 pop
Yes
Warrant
3,
•- ...
Peak Hour (A - Vol. and Delay)
Yes
Warrant
4,
Pedestrian Volume
No
Warrant
5,
School Crossing
No
Warrant
6,
Coordinated Signal System
No
Warrant
7,
Crash Experience
Yes
Warrant
8,
Roadway Network
No
Warrant
Grade
9, Intersection Near a
Crossing
No
All -Way Stop Warrant
No
Sustainable Traffic Solutions, Inc.
Traffic Signal Warrant Analysis
US 85 (Major Street) Volume
Time
..
Left Turns
Through
Right Turns
Peds/Bikes
12-1 AM
1-2AM
2-3AM
3-4AM
4-5AM
5-6AM
6-7AM
7
221
35
7 -SAM
59
226
50
8 - 9AM
55
195
36
9 -LOAM
23
177
27
10 -HAM
15
175
12
11-12 PM
15
148
36
12-1 PM
11
177
26
1-2PM
15
196
31
2 - 3 PM
58
197
34
3-4PM 4PM
43
225
41
4 - 5 PM
25
306
36
5 - 6PM
32
230
36
6-7PM
7-8PM
8-9PM
9-10 PM
10-11 PM
11-12 AM
Total Vehicles (unadjusted) 3,231
0
Time
..
Left Turns
Through
Right Turns
Peds/Bikes
12-1 AM
1-2AM
2-3AM
3-4AM
4 -SAM
5-6AM
6-7AM
18
207
6
7 -SAM
29
262
25
8-9AM 9AM
10
179
25
9 -LOAM
10
166
4
10-11 AM
19
163
4
11-12 PM
12
197
4
12-1 PM
18
173
7
1-2PM
10
195
6
2-3 PM
12
214
12
3-4PM
18
246
21
4 - 5 PM
29
264
12
5 -GPM
15
316
14
6-7PM
7-8PM
8-9PM
9-10 PM
10 - 11 PM
11-12AM
Total Vehicles (unadjusted) 2,922
0
WCR 90 (Minor Street) Volume
Time
Left Turns
Through Right Turns
Peds/Bikes
12-1AM
1-2AM
2-3AM
3-4AM
4-5AM
5-6AM
6-7AM
3
16
8
7-8AM
4
14
47
8-9AM
10
9
63
9 -LOAM
2
11
14
10 -HAM
2
14
12
11-12 PM
3
19
9
12-1 PM
4
5
11
1-2PM
7
8
19
2-3 PM
2
7
15
3 - 4PM
26
29
77
4-SPM
6
14
22
5-613M
10
14
11
6-7PM
7-8PM
8-9PM
9-1OPM
10-11 PM
11-12 AM
Total Vehicles (unadjusted) 547
0
Time
• Left Turns
Through Right Turns
Peds/Bikes
12-1 AM
1-2AM
2-3AM
3-4AM
4-5AM
5-6AM
6 - 7AM
49
20
20
7-8AM
49
41
19
8-9AM 9AM
58
14
25
9 -LOAM
26
19
14
10-11 AM
26
28
17
11-12 PM
39
14
17
12-1 PM
37
9
17
1-2PM
28
25
13
2 - 3 PM
45
27
28
3-4PM
48
33
22
4 - 5 PM
84
24
29
5-6PM
40
19
33
6-7PM
7-8PM
8-9PM
9-10 PM
10 -11 PM
11-12 AM
Total Vehicles (unadjusted) 1,056
0
Sustainable Traffic Solutions, Inc.
Traffic Signal Warrant Analysis
Additional Inputs for Warrants 3 to 9 and the Multi -Way Stop Warrants
T -intersection or 4 -le ed?
4
Peak Hour Reviewed?
AM Peak
US 85
(Major Street)
Data
Combined Approach Volume
I 651
WCR 90
(Minor Street) Data
High Volume Side Volume
109
High Volume Side Average Delay
(Sec.)
15.6
High Volume Side # of Approach Lanes
2 or more
Low Volume Side Volume (leave blank if T)
65
.- •..
Include Right Turn Reduction for Vehicular
No
Volume?
300 feet or more to nearest traffic control
signal or STOP sign controlling the street
No
that pedestrians desire to cross?
If no, will a traffic control signal restrict
N/A
the progressive movement of traffic?'
15th -percentile crossing speed o
pedestrians less than 3.5 feet per second? •'
No
If yes, then percent reduction to apply to
N/A
crossing volume? u to 50%
'Include supporting documentation of no progressive
movement impact.
"Not common. Include supporting documentation of low
crossing speed.
Schoolchildren (elementary through high
No
school) crossing the major street (US 85)?
onsi era ion given to other remedial
measures (warning signs/flashers, school
speed zones, school crossing guards, or a
No
grade -separated crossing)?
300 feet or more to nearest traffic control
signal or STOP sign controlling the street
No
that pedestrians desire to cross?
If no, will a traffic control signal restrict
N/A
the progressive movement of traffic?*
Minimum of 20 schoolchildren crossing
No
Burin the highest crossing hour?
number of adequate gaps in the traffic
stream during the period when
schoolchildren are using the crossing is less
No
than the number of minutes in the same
period?*'
* Include supporting documentation of no progressive
movement impact.
•• May need to include supporting documentation of
inadequate gaps in traffic.
One-way or Two-way Street?
Two -Way
Adjacent traffic control signals do not
provide the necessary degree of platooning,
but will collectively provide a progressive
No
operation with the proposed traffic control
signal?
Resultant spacing of traffic control signals
No
1,000 feet or more?
Number of reportable crashes es
susceptible to correction by a traffic control
4 or less
signal) within a 12-monthperiod? '
Adequate trial of alternatives with
satisfactory observance and enforcement
No
failed to reduce crash frequency?
Include Right Turn Reduction for Vehicular
No
Volume?
• May need to include supporting documentation of
crash details.
"Ma
y need to include supporting documentation of
alternative trail(s) and results.
Common intersection of two major routes?
No
Projected entering volume of at least 1,000
vehicles per hour during the peak hour of a
No
typical weekda ?
5 -Year projected traffic volumes meet one
or more of Warrants 1, 2, and 3 during an
No
averse weekday?
Total existing or immediately projected
entering volume of at least 1,000 vehicles
per hour for each of any 5 hours of a non -
No
normal business day (Saturday or Sunday)?
• Major Route defined as:
- Part of the street or highway system that serves as the
principal roadway network for through traffic flow.
- Rural or suburban highways outside, entering, or
traversing a city.
- Appears as a major route on an official plan, such as a
major street plan in an urban area traffic and
transportation study.
Sustainable Traffic Solutions, Inc.
Tracks cross which WCR 90 approach?
Southbound
Consideration given to other
alternatives/trial of alternative failed to
No
alleviate the safety concerns?*
Distance between STOP or YIELD controlled
approach and center of track nearest to the
No
intersection within 140 feet?
Clear storage distance Distance D) between
70 feet
the tracks and the intersection? (See Below)
Number of approach lanes at the crossing?
2 or more
Rail traffic per day?
35
Percentage of high -occupancy buses?**
0`Y*
Percentage of Tractor -Trailer Trucks?
7.6%-12.5%
• Alternatives to consider or try should include:
- Providing additional pavement that would enable
vehicles to clear the track or provide space for an
evasive maneuver.
- Reassigning the stop controls at the intersection to
make the approach across the track non -stopping.
High -occupancy is defined as a bus occupied by at least
20 people.
Minor Street
6n
'Traffic control signal warranted & justified
No
with existing traffic?
Number of correctable crashes* in 12-
4
month period?
Peak Hour high volume approach average
15.6
delay (Sec.)
• Crashes include right -turn and left -turn collisions as
well as right-angle collisions.
Traffic Signal Warrant Analysis
Warrants 1- 3 (Volume Warrants)
• US85/WCR90
• C&H Excavation
• Year 2041 Total - AM Peak
Major Street (N/S Road)
US 85
Minor Street (E/W Road)
WCR 90
Analyzed
with
2 or more approach lanes
Analyzed
with
1 Approach Lane
Total
Approach Volume
6153 vehicles
Total
Approach Volume
1603 vehicles
Total
Ped/Bike Volume
0 crossings
Total
Ped/Bike Volume
0 crossings
Right
turn reduction of
0 percent applied
Right
turn reduction of
50 percent applied
Reduction applied to Volume Warrant thresholds due to isolated community.
Condition Satisfied?
Required values reached for
Condition A
1 hour
Condition B
3 hours
I Condition A+B*
5 (Cond. A) & 5 (Cond. B)
Criteria - Major Street (veh/hr)
420
630
336 (Cond. A) & 504 (Cond.
B)
Criteria - Minor Street (veh/hr)
105
53
84 (Cond. A) & 42 (Cond. B)
Should
a applied
only
after an adequate
trial
of other alternatives
that
could
cause less
delay
and inconvenience to
traffic has failed to solve the traffic problems.
•
Condition A
Condition B
Condition Satisfied?
Required values reached for
-
825 total, 109 minor, 0.5 delay
0 hours
Criteria - Total Approach Volume (veh in one hour)
800
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour)
150
Criteria - Minor Street High Side Delay (veh-hrs)
5
I -000
900
c
s
800
Q
700
w
600
z
E
500
0
>
400
r
v
✓`
300
I-
C
C
200
11
500 1000 1500 2000 2500
Major Street Volume (Both Approaches)
Sustainable Traffic Solutions, Inc.
P
e
Traffic Signal Warrant Analysis
Warrants 7-9 (Crash, Network, Rail Crossing)
•• US 85/WCR90
• C&H Excavation
• Year 2041 Total - AM Peak
Major Street (N/S Road)
US 85
Minor Street (E/W Road)
WCR 90
Anal
zed with
2 or more approach lanes
Analyzed
with
1 Approach Lane
Total
A roach Volume
6153 vehicles
Total
Approach Volume
1603 vehicles
Total
Ped/Bike Volume
0 crossings
Total
Ped/Bike Volume
0 crossings
Right
turn reduction of
0 percent applied
Right
turn reduction of
0 percent applied
Reduction applied to Crash and Roadway Network Warrant thresholds due to high speed on US 85.
Condition Satisfied?
Required values reached for
Alternatives not tried, 4 or less correctable crashes, 7 hours (Veh.
Vol.), 0 hours (Ped 4 -Hour), and 0 hours (Ped Peak Hour)
Criteria - Alternatives
Adequate trial has failed to reduce the crash frequency
Criteria - Reported Crashes (within 12 -month period)
5 or more crashes susceptible to
correction by a traffic control signal
Criteria - Major Street (veh/hr)
- Minor Street (veh/hr)
From Warrant 1: 336
From Warrant 1: 84
(Cond. A), 504 (Cond. B)
(Cond. A), 42 (Cond. B)
(Alternative Volume Requirement) Criteria - Pedestrian Volume
80 percent of the Pedestrian
Volume Warrant requirements
Condition Satisfied?
Not Examined
Required values reached for
Criteria - Common Intersection of Two Major Routes
Criteria - Existing or Immediately Projected Entering Volume
Criteria - Warrants
(Alternative Requirement) Criteria - Non -normal Business Day
Condition Satisfied?
Not Examined
Required values reached for
Criteria _ -_Alternatives Alternatives
Criteria - Max. Distance to Nearest Controlled Crossing
Criteria - Major Street Volume and Crossing Volume
�Vv T — —Grade Crossing Threshold • Intersection Volume
ti-I5O.
o �
V o
a
a
on a 100
c
y .
O t
50 Y -
L y
o 0
0 100 200 j 9% nifPhB pp a5 ) *9 700 800 900
Ma tree[ Volu o[h A ro s Vehicle*9r Hour
Sustainable Traffic Solutions, Inc.
Traffic Signal Warrant Analysis
. .
Major Street Name US 85
North/South or East/West
N/S
Speed Limit
40 mph
# of Approach Lanes
2 or more
% of Right Turn Traffic to Include
100%
Minor Street Name
WCR 90
# of Approach Lanes
1
% of Right Turn Traffic to Include
50%
Isolated Community < 10,000 pop
Yes
Warrant
3,
..I ...
Peak Hour (A - Vol. and Delay)
Yes
Warrant
4,
Pedestrian Volume
No
Warrant
5,
School Crossing
No
Warrant
6,
Coordinated Signal System
No
Warrant
7,
Crash Experience
Yes
Warrant
8,
Roadway Network
No
Warrant
Grade
9, Intersection Near a
Crossing
No
All -Way
Stop Warrant
No
Sustainable Traffic Solutions, Inc.
Traffic Signal Warrant Analysis
US 85 (Major Street) Volume
Time
..
Left Turns
Through
Right Turns
Peds/Bikes
12-1 AM
1-2AM
2-3AM
3-4AM
4 -SAM
5-6AM
6 - 7AM
7
221
35
7 -SAM
59
226
50
8 - 9AM
55
195
36
9 - l0 AM
23
177
27
10 -HAM
15
175
12
11-12 PM
15
148
36
12 - 1 PM
11
177
26
1-2 PM
15
196
31
2-3PM 3PM
58
197
34
3-4PM 4PM
43
225
41
4 - 5PM
25
306
36
5-6PM 6PM
32
230
36
6-7PM
7-8PM
8-9 PM
9-10 PM
10-11 PM
11-12 AM
Total Vehicles (unadjusted) 3,231
0
Time
..
Left Turns
Through
Right Turns
Peds/Bikes
12-lAM
1-2AM
2-3AM
3-4AM
4 -SAM
5-6AM
6-7AM
18
207
6
7-8AM 8AM
29
262
25
8-9AM 9AM
10
179
25
9 -LOAM
10
166
4
10 -HAM
19
163
4
11-12 PM
12
197
4
12-1PM
18
173
7
1-2 PM
10
195
6
2-3PM
12
214
12
3-4PM
18
246
21
4 - 5PM
29
264
12
S-6PM
15
316
14
6-7PM
7-8PM
8-9 PM
9-1OPM
10- 11 PM
11-12AM
Total Vehicles (unadjusted) 2,922
0
WCR 90 (Minor Street) Volume
Time
Left Turns
Through
Right Turns
Peds/Bikes
12-1AM
1-2AM
2-3AM
3-4AM
4 -SAM
5-6AM
6-7AM
3
16
8
7 -SAM
4
14
47
8-9AM
10
9
63
9 -LOAM
2
11
14
10-11 AM
2
14
12
11-12 PM
3
19
9
12-1PM
4
5
11
1-2 PM
7
8
19
2-3PM
2
7
15
3-4PM 4PM
26
29
77
4-5PM
6
14
22
5 -GPM
10
14
11
6-7PM
7-8PM
8-9 PM
9-10 PM
10-11 PM
11-12 AM
Total Vehicles (unadjusted) 547
0
Time
Left Turns
Through Right Turns
Peds/Bikes
12-1 AM
1-2AM
2-3AM
3-4AM
4 -SAM
5-6AM
6-7AM 7AM
49
20
20
7-8AM
49
41
19
8 - 9AM
58
14
25
9 -LOAM
26
19
14
10-11 AM
26
28
17
11-12 PM
39
14
17
12-1PM
37
9
17
1-2 PM
28
25
13
2 - 3PM
45
27
28
3 - 4PM
48
33
22
4-5PM
84
24
29
5-6PM
40
19
33
6-7PM
7-8PM
8-9PM
9-10 PM
10-11 PM
11-12 AM
Total Vehicles (unadjusted) 1,056
0
Sustainable Traffic Solutions, Inc.
Traffic Signal Warrant Analysis
Additional Inputs for Warrants 3 to 9 and the Multi -Way Stop Warrants
T -intersection or 4 -legged?
4
Peak Hour Reviewed?
PM Peak
US 85
(Major
Street)
Data
Combined Approach Volume j
643
WCR 90
(Minor Street) Data
High Volume Side Volume
92
High Volume Side Avera a Dela Sec.
22.03
High Volume Side # of Approach Lanes
2 or more
Low Volume Side Volume (leave blank if T)
35
Include Right Turn Reduction for Vehicular
No
Volume?
0 eet or more to nearest tra is contro
signal or STOP sign controlling the street
No
that pedestrians desire to cross?
If no, will a traffic control signal restrict
N/A
the ro ressive movement of traffic?`
-percen i e crossing spee o
pedestrians less than 3.5 feet per second?"
No
If yes, then percent reduction to apply to
N/A
crossing volume? u to 50%
* Include supporting documentation of no progressive
movement impact.
"Not common. Include supporting documentation of low
crossing speed.
•Schoolchildren (elementary through high
No
school) crossin the ma or street (US 85)?
Consideration given to other remedial
measures (warning signs/flashers, school
speed zones, school crossing guards, or a
No
grade -separated crossing)?
300 feet or more to nearest traffic control
signal or STOP sign controlling the street
No
that pedestrians desire to cross?
If no, will a traffic control signal restrict
N/A
the progressive movement of traffic?'
Minimum of 20 schoolchildren crossing
No
durin the hi hest crossin hour?
number of adequate gaps in the traffic
stream during the period when
schoolchildren are using the crossing is less
No
than the number of minutes in the same
period? '
* Include supporting documentation of no progressive
movement impact.
"May need to include supporting documentation of
inadequate gaps in traffic.
One-wa or Two-wa Street?
wo-
TWa
A jacent tra it contro signa s o not
provide the necessary degree of platooning,
but will collectively provide a progressive
No
operation with the proposed traffic control
signal?
Resultant spacing of traffic control signals
No
1,000 feet or more?
Number of reportable crashes (types
susceptible to correction by o traffic control
4 or less
si nal) within a 12 -month period?'
Adequate trial of alternatives with
satisfactory observance and enforcement
No
failed to reduce crash fre uen ?"
Include Right Turn Reduction for Vehicular
No
Volume?
' May need to include supporting documentation of
crash details.
"May need to include supporting documentation of
alternative trail(s) and results.
Common intersection of two ma or routes?'
No
Projected entering volume of at least 1,000
vehicles per hour during the peak hour of a
No
typical weekda ?
5 -Year projected traffic volumes meet one
or more of Warrants 1, 2, and 3 during an
No
average weekday?
Total existing or immediately projected
entering volume of at least 1,000 vehicles
per hour for each of any 5 hours of a non-
No
normal business da Saturda or Sunda ?
' Major Route defined as:
- Part of the street or highway system that serves as the
principal roadway network for through traffic flow.
- Rural or suburban highways outside, entering, or
traversing a city.
- Appears as a major route on an official plan, such as a
major street plan in an urban area traffic and
transportation study.
Sustainable Traffic Solutions, Inc.
Tracks cross which WCR 90 a roach?
Southbound
Consideration given to other
alternatives/trial of alternative failed to
No
alleviate the safety concerns?'
Distance between STOP or YIELD controlled
approach and center of track nearest to the
No
intersection within 140 feet?
Clear storage distance (DistanceD) between
70 feet
the tracks and the intersection? (See Below)
Number of a roach lanes at the crossin ?
2 or more
Rail traffic per day?
3-5
Percentage ofhi h-occu an buses?"
0%
Percentage of Tractor -Trailer Trucks?
7.6%-12.5%
'Alternatives to consider or try should include:
- Providing additional pavement that would enable
vehicles to clear the track or provide space for an
evasive maneuver.
- Reassigning the stop controls at the intersection to
make the approach across the track non -stopping.
High -occupancy is defined as a bus occupied by at least
20 people.
Minor Street
o --
an
Traffic control signal warranted & justi ied
No
with existin traffic?
Number of correctable crashesin 12-
4
month period?
Peak Hour high volume approach average
22.03
delay Sec.
" Crashes include right -turn and left -turn collisions as
well as right-angle collisions.
Traffic Signal Warrant Analysis
Warrants 1- 3 (Volume Warrants)
Major Street (N/S Road)
US 85
Minor Street (E/W Road)
WCR 90
Analyzed
with
2 or more approach lanes
Analyzed
with
1 Approach Lane
Total
Approach Volume
6153 vehicles
Total
Approach Volume
1603 vehicles
Total
Ped/Bike Volume
0 crossings
Total
Ped/Bike Volume
0 crossings
Right
turn reduction of
0 percent applied
Right
turn reduction of
50 percent applied
Reduction applied to Volume Warrant thresholds due to isolated community.
Condition A
I
Condition B
Condition A+B*
Condition Satisfied?
4
Required values reached for
1 hour
3 hours
5 (Cond.
A)
& 5 (Cond. B)
Criteria - Major Street (veh/hr)
420
630
336 (Cond.
A)
& 504 (Cond. B)
Criteria - Minor Street (veh/hr)
105
53
84 (Cond.
A)
& 42 (Cond. B)
Should
a aoolied
only
after an a
eauate trial
of
other alternatives
that
could
cause less
delay
and
inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for
1 hour
Criteria
See Figure Below
A
Condition B
Condition Satisfied?
Required values reached for
.
770 tir, 0.6 delay
0 hours
Criteria - Total Approach Volume (veh in one hour)
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour)
Criteria Minor Street High Side Delay (veh-hrs)
1,000
Warrant 2 Threshold —Warrant 3 Threshold • Intersection Volumes
900
T
800
tR
a 700
a
con 600
E 500
> 400
300
200
100
OIP
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
2500
t
I
C
c
0
C
Sustainable Traffic Solutions, Inc.
Traffic Signal Warrant Analysis
Warrants 7-9 (Crash, Network, Rail Crossing)
Major Street (N/S Road)
US 85
Minor Street (E/W Road)
WCR 90
Analyzed
with
2 or more approach lanes
Anal
zed with
1 Approach Lane
Total
Approach Volume
6153 vehicles
Total
A roach Volume
1603 vehicles
Total
Ped/Bike Volume
0 crossings
Total
Ped/Bike Volume
0 crossings
Right
turn reduction of
0 percent applied
Right
turn reduction of
0 percent applied
Reduction applied to Crash and Roadway Network Warrant thresholds due to high speed on US 85.
Condition Satisfied?
•
Required values reached for
Alternatives not tried, 4 or less
correctable crashes, 7 hours Veh.
Vol.), 0 hours (Ped 4 -Hour),
and 0 hours (Ped Peak Hour)
Criteria - Alternatives
Adequate trial has failed to reduce the crash frequency
Criteria - Reported Crashes (within 12 -month period)
5
or more crashes susceptible to
correction by a traffic control signal
Criteria - Major Street (veh/hr)
From Warrant 1: 336
(Cond. A), 504 (Cond. B)
- Minor Street (veh/hr)
From Warrant 1: 84
(Cond. A), 42 (Cond. B)
(Alternative Volume Requirement) Criteria - Pedestrian Volume
80 percent of the Pedestrian
Volume Warrant requirements
Condition Satisfied?
Not Examined
Required values reached for
Criteria - Common Intersection of Two Major Routes
Criteria - Existing or Immediately Projected Entering Volume
Criteria - Warrants
(Alternative Requirement) Criteria - Non -normal Business Day
Condition Satisfied?
Not Examined
Required values reached for
Criteria - Alternatives
Criteria - Max. Distance to Nearest Controlled Crossing
Criteria - Major Street Volume and Crossing Volume
LVV '--"
Grade Crossing Threshold • Intersection Volume
s 150
o O
0
n. 2
a
c 100
y U
U > 50
r C
p
C 0
i 0 100 200 Maj P%trees VolunifcPfkIoth Approa s) - Vehicle�$r Hour 700 800 900
Sustainable Traffic Solutions, Inc.
Sustainable Traffic Solutions
�T3
November21, 2021
Jared Dains, PE
Applegate Group, Inc.
1490 West 12151 Avenue, Suite 100
Denver, CO 80234
RE: North Weld Gravel Pit TIS Response to Comments
Dear Jared,
Joseph L. Henderson PE, PTOE
Traffic Engineer 1 Principal
Allyson Young with CDOT provided comments on the North Weld Gravel Pit Traffic Impact Study
that is dated October 21, 2021. The following comments were provided by email to Derek Daniels
with C&H Excavation on November 2, 2021. The comments have been addressed as follows.
Comment 1 WCR 94/CO 85:
While it was mentioned that this access to CO 85 will not be utilized, the study
states that it is a secondary haul route.
1) Define secondary haul route? What types of vehicles/frequency, etc.
2) Define the percentage of use from each direction on CO 85. Specifically
identifying the number of trucks/large vehicles (in excess of 30 feet).
Full analysis of the intersection may be requested similarly to WCR 90.
Response No new traffic will use the secondary haul route that includes WCR 37 and WCR 94.
The existing traffic on this haul route is very light. Vehicle classification data
collected on WCR 37 north of WCR 94 are contained in Appendix B. A summary of
the daily traffic volumes on WCR 37 and WCR 94 are included in Table 1.
The introduction in Section 1.0 has been updated to clarify the use of the primary
and secondary haul routes.
The peak hour count data have been converted to passenger car equivalents and
the summary is contained in Appendix B. The classification data were collected by
Miovision when the traffic count data for the study were processed. The following
FHWA vehicle classifications apply to the Miovision categories; Lights - 1 through 3,
Mediums -4 through 7, Articulated Trucks - 8 through 13.
Comment 2 WCR 90/CO 85:
Primary haul route; north and south bound entrance for vehicles? Define the
percentage of use from each direction on CO 85 rather than solely EBIWB traffic on
the CR. Specifically identifying the number of trucks/large vehicles (in excess of 30
feet).
823 West 124th Drive Westminster, Colorado 80234 303.589.6875 joe@sustainabletrafficsolutions.com
Jared Dains, PE
November 21, 2021
Page 2
Response The haul route runs between US 85 / WCR 90 and the site access on WCR 39, so
all of the traffic is entering the site from the south. When the traffic leaves the site, it
will go south along the haul route. Please refer to Figures 7 and 8 for the trip
assignment. Refer to Figure 6 for the distribution of traffic on US 85. Table 4 has
been updated with passenger car equivalents for the existing and future traffic.
Comment 3 Full analysis of all existing auxiliary lane storage lengths at the CR 90 intersection;
particularly addressing storage capacity/queue lengths with the number of large
trucks/vehicles in excess of 30 feet being added to existing traffic counts at the
intersection.
Response Table 6 includes the existing and Year 2041 lane geometry for auxiliary lanes that
are impacted by traffic from the North Weld Gravel Pit. It shows:
• The northbound right turn deceleration lane is extremely short.
• The southbound left turn deceleration lane meets the requirements for the
Year 2041.
• The westbound to northbound right turn acceleration lane is longer than
required.
Comment 4 A wheel path analysis of the right northbound turning radius for the gravel mine
trucks-- will the curb line/any delineators or signs be impacted?
Response Trucks are making that movement now, so it doesn't seem necessary to perform
this analysis. CDOT should already know if the delineators or signs are being
impacted by trucks.
Comment 5 Has a signal warrant analysis been completed for this intersection?
Response A signal warrant analysis was completed and the intersection is not expected to
warrant signalization through the Year 2041 total traffic volume scenarios. Refer to
Section 10.0.
Comment 6 Will the WCR 39/CO 14 be used at all?
Response No. This intersection is not on the haul route.
Comment 7 It should be noted that CDOT will not accept LOS/Delays as sole justification for
negating any and all roadway improvements. All counts should be displayed in
passenger car equivalents. Peak hour counts in PCE's associated with the gravel
mine site at both WCR 94/CO 85 and WCR 90/CO85 intersections need to be
identified and differentiated.
Response The study doesn't attempt to negate any improvements based on level of service or
delay. Refer to Table 4 to review the need for auxiliary lanes. Analysis of both of
the intersections on US 85 is included in the table.
Comment 8 It is noted that 90% of site traffic will be trucks. Both truck and passenger vehicle
counts in PCEs should be included in peak hour counts at each intersection--
Jared Dains, PE
November 21, 2021
Page 3
whether or not auxiliary lanes exist at the intersection is irrelevant to this
requirement. This section of CO 85 is categorized as expressway, meaning
auxiliary lane thresholds are extremely low.
Response Refer to Table 4 to review the need for auxiliary lanes.
Allyson Young with CDOT provided comments on the North Weld Gravel Pit Traffic Impact Study
that is dated October 21, 2021. The following comments were provided by email to Derek Daniels
with C&H Excavation on November 8, 2021. The comments have been addressed as follows.
Comment 9 The study addresses improvements on CR intersections primarily. CDOT is
primarily concerned with improvements/traffic associated with CO 85. Numbers 2
and 5 in the previous email need to be completed within the study and once
included, the study needs to be resubmitted to CDOT for a second round of review.
Response All comments were addressed and incorporated into the November 22, 2021 version
of the report. At US 851 WCR 90, most of the auxiliary lanes have been
constructed on US 85. An analysis was also performed at US 85 / WCR 94 even
though no new traffic will be passing through that intersection.
Comment 10 WCR 90/CO 85:
Full analysis of all existing auxiliary lane storage lengths at the CR 90 intersection;
particularly addressing storage capacity/queue lengths with the number of large
trucks/vehicles in excess of 30 feet being added to existing traffic counts at the
intersection (all counts in PCE's).
Response Refer to Section 5.0 and Table 6.
Comment 11 Hasa signal warrant analysis been completed for this intersection? CDOT will not
accept a statement via email simply stating that the signal is not warranted. CDOT
expects that either a warrant analysis or a statement explaining why the warrant is
not met according to the engineer's judgement be included in the engineer stamped
study.
Response A traffic signal warrant study was completed and a traffic signal is not expected to
be warranted at US 851 WCR 90 through the Year 2041 total traffic volume
scenarios. Refer to Section 10.0.
Comment 12 CDOT is aware of Table 4. Throughout the entirety of the study (all figures included)
are traffic counts in PCE's? CDOT does require that all counts be listed in PCE's. In
the snippet of the study below, it is noted that the site will be generating up to 212
trucks and 66 passenger vehicles/day. Please thoroughly explain how this large
amount of site traffic culminates in less than 10 vehicles in a peak hour. From what
CDOT sees within the figures and tables, the peak hour counts do not align with the
total site generated traffic. Is the peak hour traffic reflected in the table only
Jared Dains, PE
November 21, 2021
Page 4
representative of the expansion of the site? Peak hour should reflect the total site
generated traffic.
Response An updated Table 4 is included in this version of the study that converts all volumes
to PCE's. The figures are the traffic volumes that were analyzed by VISTRO
software (uses Highway Capacity Manual algorithms) to evaluate the level of
service. Trucks are accounted for as a percentage of the traffic volumes. Table 3
contains the trip generation that is evaluated in this study. Only 54 new trips are
expected with the expansion of the quarry. Figures 16 and 17 are the Year 2041
total traffic volumes. The figures for all of the scenarios are included to enable the
reviewer to check the math. Refer to Section 3.0 for a discussion of the existing
daily traffic volumes and Section 4.1 for a discussion of the daily trip generation.
Please contact me with questions.
Sincerely,
------------
Joseph L. Henderson, PE, PTOE
Project Manager / Principal
North Weld Gravel Pit TIS Response to Comments
From: Jared Dains <jareddains@applegategroup.com>
Sent: Monday, October4, 2021 2:26 PM
To: Kim Ogle <kogle@weldgov.com>
Cc: Derek Daniels <derek@chexcavation.com>; Cliff Simpson <cliff@chexcavation.com>; Abdullah Javed
<ajaved@applegategroup.com>
Subject: Haul Route Changes for USR21-0013 (North Weld Gravel Pit)
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.
Kim,
In the original USR application submitted to the County in June 2021, item's 3 and 17 indicated that C&H
Aggregates expected to use a secondary transportation route that sent a small amount of traffic
westbound on WCR 94 to Hwy 85. Based on further study, C&H has elected to eliminate this secondary
transportation route and will instead rely solely on the primary transportation route, which will send all
truck traffic south on WCR 39 to WCR 90, then west on WCR 90 to Hwy 85. The Traffic Impact Study
that is being prepared for this project will reflect this change.
Please let me know if you have any questions about this change to the initial application.
Regards,
Jared Dail -is, f'.f. .
Applegate Group, Inc.
1490 West 121s' Avenue, Suite 100
Denver, CO 80234
Phone: (303) 452-6611
Fax: (303) 452-2759
ITEM 18
WASTE HANDLING PLAN
Sec the attached waste handling plan.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
ITEM 18
Waste Handling Plan
Solid Non -Hazardous Waste Disposal
C&H Aggregate LLC shall comply in accordance with Chapter 14, Article 1 of the Weld
County Code regarding handling, and disposing of litter/waste.
Solid hazardous waste removal will be contracted through a commercial entity, Fuzion
Field Services. Waste will be stored in industrial sized dumpsters and/ or roll -off units and
disposed at minimum once per week. Frequency of waste disposal may increase to keep up
with storage levels & waste compliance. Waste storage areas will be located within
screened enclosures to minimize the potential for wind-borne dispersion of materials.
Fuzion Field Services Contact Information:
General
(970]-539-4201
2435 2nd Ave
Greeley, CO 80631
Waste Oils & Other Materials
Waste oils, antifreeze, hydraulic oil, and transmission fluid will be removed from site
immediately after equipment is serviced. Removal will be accomplished using C&H
Aggregate, LLC mobile lube truck waste fluid reservoirs. Waste oil will be transported using
said lube truck to disposal facilities where oil and fluids will be recycled.
ITEM 19
DUST ABATEMENT PLAN
As outlined in Item 4, Kicwit anticipates using up to 200 acre-feet per year of non -potable water for dust
abatement and material processing purposes around the site. The water will be applied to haul roads and
processing equipment in order to minimize fugitive dust emissions from the site. This water will be
obtained from nearby Lone Tree Creek in accordance with a temporary Substitute Supply Plan and the
decree for Case No. 18CW3021.
C&H Aggregates will submit an Air Pollutant Emission Notice (APEN) to the Colorado Department of
Health's Air Pollution Control Division; the APEN will indicate that C&H Aggregates has this fugitive
dust control plan in place for its mining activities.
ITEM 20
FLOOD HAZARD DEVELOPMENT PERMIT
The proposed mint is located on the Flood Insurance Rate Map (FIRM) 08123C0940E. According to the
Federal Emergency Management Agency (FEMA) National Flood Hazard Layer Viewer, the entire parcel
and surrounding area is located in Zone X ("Arta of Minimal Flood Hazard"). Such a designation is used
for areas that arc outside of the Special Flood Hazard Area and higher than the elevation of the 0.2% annual
chance flood. Therefore, a flood hazard development permit is not warranted.
ITEM 21
GEOLOGIC HAZARD DEVELOPMENT PERMIT
This is not applicable; the proposed mint is not located within a geologic hazard area.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
North Weld Gravel Pit
Noise Modeling Report
May 21, 2021
Prepared for:
C&H Excavation, Inc
PO Box221
Ault, Colorado 80610
Prepared by:
Behrens and Associates, Inc.
9536 E. 1-25 Frontage Road
Longmont, Colorado 80504
Simon Kim
Senior Acoustical Engineer
Jason Peetz
Engineering Manager
Corporate Office: Hawthorne, California
Carson, California - Aledo. Texas - Napa California - Longmont, Colorado McDonald, Pennsylvania - Calgary, Canada
Phone: 800-679-8633 - Fax: 310-331-1538
www.environmental-noise-control.com — www.drillingnoisecontrol.com
Behrens and Associates, Inc.
Environmental Noise Control
1. Introduction
The following report provides a noise modeling assessment of the mining operations at the proposed North Weld
Gravel Pit to be operated by C&H Excavation. Per the pending Weld County Use by Special Review (USR) permit
application, the project will be assessed in relation to the Colorado Revised Statutes (CRS) 25-12-103 noise
regulations. The assessment includes two modeling analyses of the proposed excavation and process equipment
expected to be operational at the site. The proposed North Weld Gravel Pit parcel (40.674292 N, 104.706036 W) is
located west of County Road 39 and north of County Road 94, in Weld County, Colorado. The site is bordered by
agricultural zones. Figure 1-1 identifies the proposed site location.
To assess the operational noise levels of the proposed activities, processing equipment sound level data previously
collected by Behrens and Associates during an equipment survey of a similar sand and gravel mine to be equivalent
to the proposed operations, was utilized in the noise modeling. Additionally, construction equipment sound level data
sourced from the UK Department for Environment, Food, and Rural Affairs and the U.S. Department of
Transportation Federal Highway Administration was utilized in the noise modeling for the proposed construction
equipment to be operated at the site. The noise models were developed using SoundPLAN 8.2 software.
The following is provided in this report:
• A brief introduction of the fundamentals of noise.
• A review of the applicable CRS noise standards.
• Discussion of noise modeling methodology and results.
Figure 1-1 Proposed Site Location
Introduction
Behrens and Associates, Inc.
Environmental Noise Control
2. Noise Fundamentals
Sound is most commonly experienced by people as pressure waves passing through air. These rapid fluctuations in
air pressure are processed by the human auditory system to produce the sensation of sound. The rate at which sound
pressure changes occur is called the frequency. Frequency is usually measured as the number of oscillations per
second or Hertz (Hz). Frequencies that can be heard by a healthy human ear range from approximately 20 Hz to
20,000 Hz. Toward the lower end of this range are low-pitched sounds, including those that might be described as a
"rumble" or "boom". At the higher end of the range are high-pitched sounds that might be described as a "screech"
or "hiss".
2.1 Environmental Noise
Environmental noise generally derives, in part, from a combination of distant noise sources. Such sources may include
common experiences such as distant traffic, wind in trees, and distant industrial or farming activities. These distant
sources create a low-level "background noise" in which no particular individual source is identifiable. Background
noise is often relatively constant from moment to moment but varies slowly from hour to hour as natural forces
change or as human activity follows its daily cycle.
Superimposed on this low-level, slowly varying background noise is a succession of identifiable noisy events of
relatively brief duration. These events may include the passing of single -vehicles, aircraft flyovers, screeching of
brakes, and other short-term events. The presence of these short-term events causes the noise level to fluctuate.
Typical indoor and outdoor A -weighted sound levels are shown in Figure 2-1. Detailed acoustical definitions have
been provided in Appendix A — Glossary of Acoustical Terms.
COMMON OUTDOOR NOISE LEVEL
SOUND LEVELS dB (A)
B-747-200 Takeoff at 2 mi.
Gas Lawn Mower at 3 ft.
Diesel Truck at 150 ft.
OC-9.30 Takeoff at 2 mi.
Noisy Urban Daytime —
B-757 Takeoff at 2 mi.
S -
Commercial Area
e .'3
Quiet Urban Daytime
Quiet Urban Nighttime
Quiet Suburban Nighttime
Quiet Rural Nighttime
COMMON INDOOR
SOUND LEVELS �'
110 Rock Band. ^ y
i
100 Inside Subway Train(N)
(New York)
90 Food Blender at 3 ft.
80 Garbage Disposal at 3 ft.
Shouting at 3 ft.
70 Vacuum Cleaner
at l0 ft.�
Normal Speech �I
60 at 3 ft.
Large Business Office
50 Dishwasher Next Room
40 Small Theatre. Large
Conference Room r
(Background)
30 Library
Bedroom at Nig t
Concert Hall (Backgroundj_
20
Broadcast & Recording
10 Studio
0 Threshold of Hearing
Figure 2-1 Typical Indoor and Outdoor A -Weighted Sound Levels
Noise Fundamentals
Behrens and Associates, Inc.
Environmental Noise Control
2.2 Relative Loudness of Environmental Noise
Published data exists describing how humans generally respond to changes in relative loudness. Table 2-1, adapted
from the Highway Traffic Noise: Analysis and Abatement Guidance (revised December 2011) published by the
Federal Highway Administration, shows typical responses to changes in relative loudness.
Table 2-1 Decibel Changes, Loudness, and Relative Loudness'
Sound Level Change
Relative Loudness
0 dB(A)
Reference
-3 dB(A)
Barely Perceptible Change
-5 dB(A)
Readily Perceptible Change
-10 dB(A)
Half as Loud
-20d8(A)
1/4 as Loud
-30 dB(A)
1/8 asLoud
The table describes reductions in noise levels, but the opposite holds true for increases in noise level.
'Table adapted from FHWA Highway Traffic Noise: Analysis and Abatement Guidance, revised December 2011
Noise Fundamentals
Behrens and Associates, Inc.
Environmental Noise Control
3. Project Noise Standards
The modeling analysis was developed to predict operational noise levels along the parcel property line and assess
compliance of the proposed operations with the applicable noise standards of the Colorado Revised Statutes (CRS)
25-12-103 per the pending Weld County Use By Special Review (USR) permit application. At the time of this
analysis, The Department of Public Health and Environment for Weld County has not yet provided the developmental
standards or prescribed noise level standards for this land use application and therefore the results of this analysis
will not be referenced against the code until such a time that the noise level standards have been prescribed for this
application.
3.1 CRS 25-12-103 Noise Standards
The CRS code establishes permissible sound levels by type of property and hours of the day. The measurement
location is defined in Section 25-12-103(1) as "sound levels of noise radiating from a property line at a distance of
twenty-five feet or more therefrom in excess of the dB(A) established for the following time periods and zones shall
constitute prima facie evidence that such noise is a public nuisance". The allowable daytime and nighttime noise level
limits are listed in Table 3-1.
Table 3-1 Colorado Noise Related Statutes 25-12-103 (1) — Maximum Permissible Noise Levels
Zone
Maximum
7:00 am to
Noise (dBA)
next 7:00 pm
Maximum Noise (dBA)
7:00 pm to next 7:00 am
Residential
55
dBA
50
dBA
Commercial
60
dBA
55
dBA
Light Industrial
70
dBA
65
dBA
Industrial
80
dBA
75
dBA
3.2 Adjacent Parcels
The proposed North Weld Gravel Pit will be located within a rural area of Weld County, adjacent to agricultural
zones. Two parcels adjacent to the proposed development owned by C&H Excavation, Inc., have residential dwelling
structures. Figure 3-1 shows the location of the proposed development in relation to the referenced surrounding
USR's.
Project Noise Standards
Behrens and Associates, Inc.
Environmental Noise Control
Figure 3-1 Surrounding USR's According to Weld County GIS
Project Noise Standards
Behrens and Associates, Inc.
Environmental Noise Control
4. North Weld Gravel Pit Noise Model
4.1 Noise Modeling Methodology
The noise modeling was completed with use of three-dimensional computer noise modeling software. All models in
this report were developed with SoundPLAN 8.2 software using the ISO 9613-2 standard. Noise levels are predicted
based on the locations, noise levels and frequency spectra of the noise sources, and the geometry and reflective
properties of the local terrain, buildings and barriers. SoundPLAN 8.2 software simulates light downwind conditions
in all directions to ensure conservative assessments. The predicted noise levels represent only the contribution of the
proposed mining operations and do not include ambient noise or noise from other facilities. Actual field sound level
measurements may vary from the modeled noise levels due to other noise sources such as traffic, other facilities,
other human activity, or environmental factors.
Processing equipment sound level data used in the North Weld Gravel Pit modeling was sourced from an equipment
survey previously conducted by Behrens and Associates of an existing sand and gravel mine to be equivalent to the
proposed operations. Construction equipment octave -band frequency sound level data utilized in the modeling was
based on construction equipment data published in the UK Department for Environment, Food, and Rural Affairs
(DEFRA) Construction Noise Database, revised September 2008. The sound level data was then calibrated to match
the construction equipment maximum sound levels tabulated in the U.S. Department of Transportation, Federal
Highway Administration Construction Noise Handbook, updated August 2017.
Per C&H Excavation, the processing equipment will be stationed at the processing area and the excavation equipment
will be positioned in the closest location to the nearest property line in the noise models to represent a worst case to
the receptors ensuring a conservative assessment.
The modeled equipment and associated sound power levels are listed in Table 4-1. The modeling results predicted
are dependent on the equipment and orientation. Figure 4-1 shows the North Weld Gravel Pit Plan Map provided by
Applegate Group, Inc.
Table 4-1 Equipment Modeled for the Proposed North Weld Gravel Pit
Area
Quantity
Proposed Equipment
Data Source
Source Sound
Power Level
(Lw,dBA)
Usage Factor
(%)
Process Area
I
Crusher
Survey
118.8
50
Process Area
I
Generator
Survey
105.1
50
Process Area
25
Conveyor
Survey
90.8
50
Process Area
I
Screen Plat I
Survey
114.5
50
Process Area
I
Screen Plat 2
Survey
113.2
50
Process Area
I
Screen Plat 3
Survey
113.2
50
North Weld Gravel Pit Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control 1 \1tI\ 1 I I / I i\ (-
Source Sound
Usage Factor
Area
Quantity
Proposed Equipment
Data Source
Power Level
(
Lw dBA
FHWA
Process Area
2
Front End Loader
Construction
* 114.4
50
Handbook
FHWA
Process Area
2
Haul Truck
Construction
*119.2
50
Handbook
FHWA
Process Area
I
Skid Steer
Construction
* 116.1
25
Handbook
FHWA
Process Area
I
Dozer
Construction
*116.1
25
Handbook
FHWA
Excavation Area
I
Excavator
Construction
*116.0
50
Handbook
FHWA
Excavation Area
1
Haul Truck
Construction
*119.2
50
Handbook
FHWA
Excavation Area
I
Front End Loader
Construction
*114.4
50
Handbook
*Sound power level calibrated according to the U.S. Department of Transportation, Federal Highway Administration,
Construction Noise Handbook; https://www.fhwa.dot.gov/environment/noise/construction_noise/handbook/handbook09.cfin
4.2 Noise Sensitive Receptors
The noise sensitive receptors have been chosen to be consistent with the requirements of the CRS 25-12-103 noise
standards. The requirements indicate that "sound levels of noise radiating from a property line at a distance of twenty-
five feet or more therefrom in excess of the dB(A) established for the following time periods and zones shall constitute
prima facie evidence that such noise is a public nuisance". As such, receptor locations were chosen along the eastern
and southern property lines toward existing dwelling structures in adjacent properties around the north weld gravel
pit site to represent potential regulatory measurement points should a complaint be made. Figure 4-2 shows the dBA
noise sensitive receptor locations.
North Weld Gravel Pit Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control
UN
Ltnd
r '
R66W I R65K'
A TC-
xl
I
ri
i
1
Figure 4-1 North Weld Gravel Pit Plan Map
North Weld Gravel Pit Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control
Figure 4-2 Noise Sensitive Receptor Locations
North Weld Gravel Pit Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control
4.3 Noise Modeling Results
Two modeling scenarios were created to predict the sound levels
at compliance points
surrounding the proposed site
and are described
in Table 4-2. The modeled equipment layout is
illustrated in Figure
4-3.
Table 42 Modeled Scenarios
Modeled Scenario
Description
• Processing equipment (Crusher, Screen Plat, Generator, and Conveyers) is
stationed in the processing area (Figure 4-3).
Scenario 1
• Excavation equipment (Excavator, Front end loader, Bulldozer) is
positioned in southwest corner of Phase 2 area.
• No equipment modifications or acoustical mitigation options are included.
Scenario 2
• Same conditions for the processing equipment as Scenario 1.
• Excavation equipment is positioned in northeast corner of Phase 3 area.
• No equipment modifications or acoustical mitigation options are included
North Weld Gravel Pit Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control
Processing Equipment
•Excavation Equipment
(Scenario 11
.Excavation Equipment
(Scenario 2)
•1•8N
k * I Rb>A%
__. .. U: ..__�•I
I I
2
Figure 4-3 Modeled Equipment Layout
North Weld Gravel Pit Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control
The results of the noise modeling are presented in Table 4-3. The locations in the tables correspond to the receptor
locations identified in Figure 4-2. The predicted noise levels represent only the contribution of the proposed
operations and do not include ambient noise or noise from other facilities. The results of the noise modeling are also
shown as noise contour maps. Figure 4-4 shows the Scenario I Noise Contour Map in dBA and Figure 4-5 shows the
Scenario 2 Noise Contour Map in dBA. The noise contours are provided in 5 dB increments with the color scale
indicating the sound level of each contour.
Table 43 Noise Modeling Results (dBA)
Receptor
Location Description
Scenario I
Scenario 2
Location I
East Property Line
66
66
Location 2
South Property Line
67
46
The modeling results for Scenario 1 indicate that the predicted noise levels of the proposed mining operations at
Phase 2 area will reach up to 67 dBA along the southern property line.
The modeling results for Scenario 2 indicate that the predicted noise level of the proposed mining operations in Phase
3 area will reach up to 66 dBA along the eastern property line.
North Weld Gravel Pit Noise Modeling
Figure 4-4 Scenario 1 Noise Contour Map (dBA)
Behrens and Associates, Inc.
Environmental Noise Control
Noise Level, dBA
= 30.0
35.0
= 40.0
= 45.0
= 50.0
= 55.0
= 60.0
= 65.0
= 70.0
= 75.0
= 80.0
= 85.0
= 90.0
0 0.1 0.2 0.3
miles
North Weld Gravel Pit Noise Modeling
Figure 4-5 Scenario 2 Noise Contour Map (dBA)
Behrens and Associates, Inc.
Environmental Noise Control
Noise Level. dBA
= 30.0
= 35.0
= 40.0
= 45.0
= 55.0
= 60.0
= 65.0
= 70.0
= 75.0
= 80.0
= 85.0
= 90.0
0 01 02 0.3
miles
North Weld Gravel Pit Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control
5. Conclusion
A predictive noise model was created to represent the proposed operations of the North Weld Gravel Pit to be operated
by C&H Excavation. The proposed equipment consisted of a processing equipment and various construction
equipment. Sound level data collected during an equipment survey of a similar sand and gravel operation to be
equivalent to the proposed operations was used as a basis for the noise modeling as well as construction equipment
sound level data sourced from the UK Department for Environment, Food, and Rural Affairs and the U.S. Department
of Transportation Federal Highway Administration. Noise sensitive receptor locations included in the model were
placed in compliance with the applicable CRS 25-12-103 noise standards.
At the time of this analysis, the Department of Public Health and Environment for Weld County has not yet provided
the developmental standards or prescribed noise level standards for this land use application and therefore the results
of this analysis will not be referenced against the code until such a time that the noise level standards have been
prescribed for this application.
The modeling results
for
Scenario I
indicate that the predicted noise levels of the
proposed excavation and processing
operations will reach
up
to 67 dBA
along the southern property line without any
mitigation.
The modeling results
for Scenario 2 show that the predicted noise
levels of the
proposed excavation and processing
operations will reach
up to 66 dBA along the eastern property line
without any
mitigation.
Conclusion
Behrens and Associates, Inc.
Environmental Noise Control
Appendix A - Glossary of Acoustical Terms
Appendix A — Glossary of Acoustical Terms
Behrens and Associates, Inc.
Environmental Noise Control
Ambient Noise
The all -encompassing noise associated with a given environment at a specified time, usually a composite of sound
from many sources both near and far.
Average Sound Level
See Equivalent -Continuous Sound Level
A -Weighted Sound Level, dB(A)
The sound level obtained by use of A -weighting. Weighting systems were developed to measure sound ina way that
more closely mimics the ear's natural sensitivity relative to frequency so that the instrument is less sensitive to noise
at frequencies where the human ear is less sensitive and more sensitive at frequencies where the human ear is more
sensitive.
C -Weighted Sound Level, dB(C)
The sound level obtained by use of C -weighting. Follows the frequency sensitivity of the human ear at very high
noise levels. The C -weighting scale is quite flat and therefore includes much more of the low -frequency range of
sounds than the A and B scales. In some jurisdictions, C -weighted sound limits are used to limit the low -frequency
content of noise sources.
Decibel (dB)
The basic unit of measurement for sound level.
Equivalent -Continuous Sound Level (Leq)
The average sound level measured over a specified time period. It is a single -number measure of time -varying noise
over a specified time period. It is the level of a steady sound that, in a stated time period and at a stated location, has
the same A -Weighted sound energy as the time -varying sound. For example, a person who experiences an Leq of 60
dB(A) for a period of 10 minutes standing next to a busy street is exposed to the same amount of sound energy as if
he had experienced a constant noise level of 60 dB(A) for 10 minutes rather than the time -varying traffic noise level.
Frequency
The number of oscillations per second of a sound wave
Inverse Square Law
A rule by which the sound intensity varies inversely with the square of the distance from the source. This results in a
6dB decrease in sound pressure level for each doubling of distance from the source.
Octave
The frequency interval between two sounds whose frequency ratio is 2. For example, the frequency interval between
500 Hz and 1,000 Hz is one octave.
Octave -Band Sound Level
For an octave frequency band, the sound pressure level of the sound contained within that band.
One -Third Octave
The frequency interval between two sounds whose frequency ratio is 2^(1/3). For example, the frequency interval
between 200 Hz and 250 Hz is one-third octave.
Appendix A — Glossary of Acoustical Terms
Behrens and Associates, Inc.
Environmental Noise Control
One -Third -Octave -Band Sound Level
For a one -third -octave frequency band, the sound pressure level of the sound contained within that band.
Point Source
A source that radiates sound as if from a single point.
Receiver
A person (or persons) or equipment which is affected by noise.
Sound
A physical disturbance in a medium (e.g., air) that is capable of being detected by the human ear.
Sound Level Meter (SLM)
An instrument used for the measurement of sound level, with a standard frequency -weighting and standard
exponentially weighted time averaging.
Sound Power Level
A physical measure of the amount of power a sound source radiates into the surrounding air. It is measured in decibels.
Sound Pressure Level
A physical measure of the magnitude of a sound. It is related to the sound's energy. The terms sound pressure level
and sound level are often used interchangeably.
Sound Transmission Class (STC)
A single number rating used to compare the sound insulation properties of walls, floors, ceilings, windows, or doors.
This rating is designed to correlate with subjective impressions of the ability of building elements to reduce the overall
loudness of speech, radio, television, and similar noise sources in offices and buildings.
Appendix A — Glossary of Acoustical Terms
ITEM 22
ADDITIONAL INFORMATION
Attached is an authorization form between C&H Aggregates and Applegate Group, Inc..
Also attached is an emergency contact form.
Also attached arc existing structure agreements that have been obtained to date. No other crossing,
casement, or setback agreements have bccn obtained.
Sign plan: a sign no smaller than 2'x4' will be posted at the primary entrance designating the mine name,
DRMS permit number, and USR number. Internally, standard traffic signs will be used to route customer
and hauling traffic. The location and number of such signs will vary as mining operations progress.
Lighting plan: C&H Aggregates will utilize portable generators to power the site. As such, C&H
Aggregates will also be using portable light towers to provide illumination during working hours. The
lights will only be operated as needed during mining and processing operations after sundown and before
sunrise.
C&H Aggregates does not anticipate utilizing chemicals during the mining process.
As required by the DRMS, all neighboring property owners were informed of the proposed mine expansion
during the DRMS permitting process. Additionally, the proposed mine expansion was advertised in the
Greeley Tribune on November 20 and 27, 2020 and on December 4 and 11, 2020. No comments were
received.
C&H Aggregates anticipates that fuel storage on site will include a 75k gallon fuel tank with secondary
containment located near the primary access point. The secondary containment, most likely in the form of
a berm surrounding the fuel tank, will protect the tank from accidental collisions from vehicular traffic.
C&H Aggregates North Weld Gravel Pit
Weld County USR Permit Application
EXHIBIT E
RECLAMATION PLAN
The total area for which the mining permit is being requested is approximately 522 acres. At any given time
the unreclaimed area will not be exceeding 125 acres, which consists of 90 acres of mining and 35 acres
for the processing plant and stockpiles. Once C&H Solutions reaches the threshold of 125 acres they will
start grading the site bottom to prevent ponding of storm runoff. The headwalls will be reclaimed to a slope
of no steeper than 3H:1 V. The overburden and topsil that is stripped from new mining areas will be placed
in the exhausted area for reclamation.
Once the topsoil and overburden have been placed, the reclaimed area will be seeded with native grasses
suitable for this region (per the vegetation and soils reports, the seed mixture shall be approximately 2.70
PLS per acre Sideots Grama, 4.0 PLS per acre Western Wheatgrass, 2.0 PLS per acre Green Needlegrass,
0.45 PLS per acre Blue Grama, and 0.40 PLS per acre Switchgrass). Drilled seeding will be implemented
and straw mulch will be applied to the site; if broadcast seeding methods are used, the seed application rate
will be increased by 20%. Finally, weed control to prevent noxious weeds will be sprayed at the time of
seeding. Erosion control measures including silt fencing along the north side of the lateral as well as the
mulch and weed control will continue to be maintained until the grasses are established over 60% of the
ground surface. This process will be repeated for the rest of the mining area as they are depleted. Upon
depletion of the portion of the mining site, the topsoil that was removed and stockpiled at the beginning of
the mining site will be used to cover the last mined area in the same manner outlined above.
All construction and crushing equipment will be removed from the site upon reclamation. C&H Solutions
or its successors will remain legally and financially responsible for the final decommissioning of the site.
Once vegetation is established, the BMP's will be removed and all security held by the County and or the
DRMS will be released back to C&H Solutions.
See Sheet F for the reclamation plan map with the anticipated topography following reclamation. Contours
for the mining area were derived based assuming the mining area would be mined to 19' BSG around the
permiter of the mine and and to a maximum depth of approximately 24' BSG within the interior of the
mine; the actual depth of mining will vary depending on the depth of the resource encountered. All
headwalls will be sloped to 3H:1 V upon reclamation as specified in this reclamation plan.
Per the February 1, 2021 adequacy review response:
1. The replaced overburden and topsoil depths at the end of the mining would be equal to average
overburden and topsoil depths measured during the boring of the exploration pits by the Civil
Resources, LLC. We estimate these depths to be approximately 5 feet both for overburden and
topsoil. During mining operations, the stockpiles of overburden and topsoil will be stabilized from
erosion by shallow slopes and seeding. At end of the mining operation, the placed soil and
overburden will be stabilized by seeding with the native grass mixed that is proposed pursuant to
the reclamation plan.
2. C&H Solutions intends to reclaim the land to rangeland, which was chosen because it is the current
land use and is compatible with the surrounding land uses. The entire area will be reclaimed to
rangeland. Excavators, dozers, and haul trucks will be used to place the overburden and topsoil
and to perform the sloping along the mine edges.
3. The parcels surrounding the mining site are being used for mining and rangeland. The reclaimed
land use of the mining site as the rangeland is compatible with these uses.
4. C&H Solutions recognizes the security and financial warranty release conditions outlined in item
number 14 of the adequacy review.
C&H Solutions
DRMS 112 Permit Application
Page E-1
Per the March 9, 2021 adequacy review response:
C&H Aggregates will utilize and/or sell the overburden material, so therefore now reclamation
proposes to replace only the topsoil during reclamation. The April 11, 2008 geotechnical engineer
report attached to the original DRMS amendment application makes no distinction between the
topsoil and overburden layer. According to the USDA web soil survey, at this mining site the first
horizon of loamy soil is 6 to 12 inches deep, which is assumed to be the topsoil at this location.
C&H Aggregates will stockpile and replace this topsoil layer during.
C&H Solutions
DRMS 112 Permit Application
Page E-2
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OS//USA
EMERGENCY CONTACT INFORMATION
PLEASE TYPE OR PRINT
C&H Aggregate, LLC
Business Name: Phone:
Address: 46355 NCR 39, Nunn, CC 80648
Business Owner: Cliff Simpson Phone:
Home Address: 4364 6 CR 45 City:_
List three persons in the order to be called in the event of an emergency:
NAME TITLE ADDRESS
Derek Daniels GM 43646 CR 45, Ault, CO
970-834-22_47
970-834-2247
Ault
PHONE
970-590-1688
Cliff Simpson Owner 43646 CR 45, Ault, CO 970-324-5870
Heather Simpson Owner 43646 CR 45, Ault, CC 970-214-1164
Business Hours: 24 Hours Days: 7 Days
Type of Alarm: None Burglar Holdup Fire Silent Audible
Name and address of alarm company: N/A
MISCELLANEOUS INFORMATION:
Number of entry/exit doors in this building: 2 Location(s): North & South side of scale
house.
Is alcohol stored in building? NO Location(s):
Are drugs stored in building? NO Location(s):
Are weapons stored in building? NO Location(s):
The following programs are offered as a public service of the Weld County Sheriff's Office. Please indicate the
programs of interest. Physical Security Check Crime Prevention Presentation
UTILITY SHUT OFF LOCATIONS:
Main electrical: Xcel Energy East Side of Scale House
Gas shut off: N/A
Exterior water shutoff: N/A
Interior water shutoff: N/A
An example Structure Agreement which meets the requirements of the Statutes is shown below.
Structure Agreement
This letter has been provided to you as the owner of a structure on or within two hundred (200)
feet of a proposed mine site, The State of Colorado, Division of Reclamation, Mining and Safety
("Division") requires that where a mining operation will adversely affect the stability of any significant,
valuable and permanent man-made structure located within two hundred (200) feet of the affected land,
the Applicant shall either:
a) Provide a notarized agreement between the Applicant and the Person(s) having an interest in the
structure, that the Applicant is to provide compensation for any damage to the structure; or
b) Where such an agreement cannot be reached, the Applicant shall provide an appropriate
engineering evaluation that demonstrates that such structure shall not be damaged by activities
occurring at the mining operation; or
c) Where such structure is a utility, the Applicant may supply a notarized letter, on utility letterhead,
from the owner(s) of the utility that the mining and reclamation activities, as proposed, will have
"no negative effect" on their utility. ( Construction Materials Rule 6.3.12 and Rule 6.4.19 & Hard
RockJMetal Mining Rule 6.3.12 and Rule 6.4.20)
The Colorado Mined Land Reclamation Board ("Board" has determined that this form, if
properly executed, represents an agreement that complies with Construction Materials Rule 6.3.12(a),
Rule 6.4.19(a), and CR,S § 34-32.5-115(4)(e) and with Hard Rock/Metal Mining Rule 6,3,12(a), Rule
6.4.20(a), and C.R.S. § 34-32-115(4)(d). This form is for the sole purpose of ensuring compliance with the
Rules and Regulations and shall not make the Board or Division a necessary party to any private civil
lawsuit to enforce the terms of the agreement or create any enforcement obligations in the Board or the
Division.
The following structures are located on or within 200 feet of the proposed affected area:
Pump house and water well near north edge of property
l .
F=ence along northern edge of property
2.
Old farm building near north edge of property
3,
4.
5.
(Please list additional structures on a separate page)
CERTIFICATION
The Applicant,
by Derek Daniels
C&H Solutions (print applicant/company name),
(print representative's name), as General Manager (print
representative's title), does hereby certify that Cl1RTi5 MARTINEZ (structure owner) shall
be compensated for any damage from the proposed mining operation to the above listed structure(s)
located on or within 200 feet of the proposed affected area described within Exhibit A, of the Reclamation
Permit Application for North Weld Gravel Pit
File Number M-1!78- 018 .
(operation name),
This,forrui has been approved by the Colorado Mined Land Reclamation Board pursuant to its
authority under the Colorado Land Reclamation Act for the Extraction of Construction Materials and
the Colorado Mined Land Reclamation Act for Hard Rock, Metal, and Designated Mining Operations.
Any alteration or inodification to this fornt shall result in voiding this form.
NOTARY FOR PERMIT APPLICANT
ACKNOWLEGED BY:
Applicant L4 5oL 4- lo✓► 5 Representative Name
Date 1Q-tc-2
Title (7 j \e f V'14
STATE OF C 0lo )
ss.
COUNTY OF__
The foregoing was acknowledged before nee this day of C5� nb t > 20.o, by
as G,.•... ,re,% tn� of C„* 1r1 .a 1w xa y_ +��
My Commission Expires: / I -
/ o#ai Public
TROY D ANDERSON
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID 19984002198
MY COMMISSION EXPIRES NCNER 82021
NOTARY FOR STRUCTURE OWNER
ACKNOWLEGEi BY:
Structure Own r -. Name
Date Jr Title
STATE OF ( )
Ss.
COUNTY OF X) i l )
The foregoing was acknowledged before me this,,day of , 20, by
U ' ,as ti of 5
My Commission Expires: l� - I~ �2�
Notary Public
LINDA D DEISLEY
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID 19944015070
MY COMMISSION EXPIRES 11I0112022
An example Structure Agreement which meets the requirements of the Statutes is shown below.
Structure Agree t
This letter has been provided to you as the owner of a structure an or within two hundred (200)
feet of a proposed mine site. The State of Colorado, Division of Reclamation, Mining and Safety
("Division") requires that where a mining operation will adversely affect the stability of any significant,
valuable and permanent man-made structure located within two hundred (200) feet of the affected land,
the Applicant shall either:
a) Provide a notarized agreement between the Applicant and the Person(s) having an interest in the
structure, that the Applicant is to provide compensation for any damage to the structure; or
b) Where such an agreement cannot be reached, the Applicant shall provide an appropriate
engineering evaluation that demonstrates that such structure shall not be damaged by activities
occurring at the mining operation; or
c) Where such structure is a utility, the Applicant may supply a notarized letter, on utility letterhead,
from the owner(s) of the utility that the mining and reclamation activities, as proposed, will have
"no negative effect" on their utility. ( Construction Materials Rule 6.3.12 and Rule 6.4.19 & Hard
Rock/Metal Mining Rule 6.3.12 and Rule 6.4.20)
The Colorado Mined Land Reclamation Board ("Board') has determined that this form, if
properly executed, represents an agreement that complies ivith Construction Materials Rule 6.3.12(a),
Rule 6.4.19('a., and C.R.S. § 34-32.5-I15(4)(e) and with Hard .Roth/Metal Mining Rule 6.3.12(a), Rule
6.4.20(a), and CR.S. § 34-32-115(4)(d). This forma is far the sole purpose of ensuring compliance with the
Rules and Regulations and shall not make the Board or Division a necessary party to any private civil
lawsuit to enforce the terns of the agreement or create any enforcement obligations in the Board or the
Division.
The following structures are located on or within 200 feet of the proposed affected area:
Overhead electrical line along the East and South boundary of the C&H
Solutions property.
5.
(please list additional structures on a separate page)
CERTLFLCATIQN
The Applicant, C&H Solutions
byDerek Daniels (Print representative's name), asGeneral Manager (Print
representative's title), does hereby certify that Pubic Service Company of Colorado( structure owner) shall
be compensated for any damage from the proposed mining operation to the above listed structure(s)
located on or within 200 feet of the proposed affected area described within Exhibit A, of the Reclamation
Permit Application for North Weld Gravel Pit Expansion (operation name),
applicant/company name),
File Number M-1976-018.
This form has been approved by the Colorado Mined Land Reclamation Board pursuant to its
authority under the Colorado Land Reclamation Act for the Extraction of Construction Materials and
the Colorado Mined Land Reclamation Act for Hard Rock, Metal, and Designated Mining Operations.
Any alteration or modification to this form shall result in voiding this form.
NOTARY FOR PERMIT APPLICANT
ACKNOWLEGED BY:
Applicant CA Pr SO (w ♦ ' 0" S Representative Name I — I l Ate' Li r
Date (0 ZO Title ,. r, —
STATE OF C.te
) ss_
COUNTY OF WL )
The foregoing was acknowledged before me this 9 day of 6r, -t -a ia- f 202111, by
17a� • n_l. as root f+�n "r of i14A_,, . _.
My Commission Expires: /1- D ' Z I
otary n is
TROYD�ANDERSON
NOTAUBLIC
STATE OF COLORADO
NOTARY ID 18684002181
MY COMMSSIoN El PlRES ti 202t
NOTARY FOR STRUCTURE OWNER
ACKNOWLEGED BY:
StrtrciureOwner itc (a. �•Name's(/`s'
'(4
Richard J. Grd� L /
Date r Ci Title Aa Land Rig to
Right of Way & Permits Department
STATE OF Co Ior ) Public Service Company of Colorado
) ss.
COUNTY OF ONh Nef )
The foregoing was acknowledged before me this day of r 2O R a, by e�
�r`t�aYct 7", ra r to{yas 1417 r. o 12 ow i7 r,r pf Fu tzl � s'e r t/ce Co jn p cfL ? y o .
My Commission Expires: 7/'79 /.O& O& I
N ry ublic
JACOB P BRAGG
NOTARY.PUBL[C • STATE OF COLORADO
Notary ID #20174008258
Gornmlhsign Expires 2/2312021
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