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Home My WebLink About20210681.tiffCHANGE OF ZONE (COZ) APPLICATION FOR PLANNING DEPARTMENT USE: AMOUNT S APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: PROPERTY INFORMATION is the property currently in violation? © No / 0 Yes Violation Case Number: Site Address: 14332 CR 64 Parcel Number: ° 8 0 5 3 3 2 0 0 0 1 1 Legal Description: NE4NW4 Total Acreage: 40 Section: 33 , Township 6 N, Range 66 W Existing Zone District: AG Proposed Zone District: 12 Floodplain: No / Yes Geological Hazard: No / Yes Airport Overlay: MI No / Yes ■ ■ PROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: Ellie Duran Company: Duran Enterprises LLC Phone #: 970.351.0192 Email: ellied@duranexcavating.com Street Address: 14332 CR 64 City/State/Zip Greeley, CO 80631 Code: Name: Company: Phone #: Street Address: City/State/Zip Code: Email: APPLICANT/AUTHORIZED AGENT (Authorization must be included if there is an Authorized Agent.) Name: Kris A. Pickett Company: JKP Consulting LLC Phone #: 970.590.6061 Email: kris@jkpconsulting.co Street Address: City/State/Zip Greeley, Co 80631 Code: I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our) knowledge. All fee owners of the property must sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with the application. If the fee owner is a corporation, evidence ,..t bcluded indicating the signatory has the legal authority to sign for the corporation. Si �5 Rte` Date Signature Date Print Print 01/01/2020 7 DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT PERMITS AND SERVICES Duran Enterprises LLC I, (Vile), , give permission to (Owner -- please print) Kris Pickett & JKP Consulting LLC (Applicant/Agent — please print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located at: 14332 CR 64; Greeley. CO 80631 Legal Description: NE4NW4 33 6 66 of Section , Township N. Range W Subdivision Name: Lot Block Property Owners Information: 970.351.0192 Phone: Applicant/Agent Contact Information: 970.590.6061 Phone: E-mail: E -Bail: Email correspondence to be sent to: Owner ellied@duranexcavating.com kris@jkpconsulting.co Applicant/Agent Q Both Postal service correspondence to be sent to: (choose only one) Owner rel Applicant/Agent Additional Info: rd_ Owner Signature: 01,101/2020 Owner Signature: Date: Date. 9 JKP Consulting Change of Zone Weld County Change of Zone Application Prepared for Duran Enterprises LLC Duran COZ Land & Real Estate Development Consulting 1937 15th Avenue, Greeley, CO 80631 1970.590.6061 I krispickett101@gmail.com JKP Consulting LLC Introduction The subject property includes 40 acres located in the Northeast Quarter of the Northwest Quarter Section 33, Township 6 North, Range 66 West of the 6th Principle Meridian, Weld County, Colorado, with the assigned address 14332 County Road 64, Greeley, CO 80631. The owner of the property is seeking to zone this parcel for medium industrial, I-2 uses. Currently, Duran Excavating operates its' headquarters, equipment and materials storage, commercial storage facility, and Alpine Gardens operates a field office, maintenance shop and materials storage business under the existing USR - MUSR15-0010. By zoning the property to medium industrial uses, existing and new businesses could enjoy the advantages of this location. Existing businesses along CR 64 and within 1 mile of this site include Loveland Industries, Aggregate Industries, Colorado Bean, and the (former) Northern Colorado Disposal transfer facility. This zoning would help keep the supporting businesses in this location. Change of Zone Questionnaire 1) The purpose of the proposed Change of Zone is to recognize the development that has occurred on this property and acknowledge compatibility with uses near & adjacent to this property. 2) The proposed change of zone is consistent with the Weld County Comprehensive Plan, or policies of the Weld County Code, Chapter 22. Some of the goals and policies supporting this change of zone are: a) I.Goal 1. Promote the location of industrial uses within municipalities, County Urban Growth Boundary areas, Intergovernmental Agreement urban growth areas, growth management areas as defined in municipalities' comprehensive plans, the Regional Urbanization Areas, Urban Development Nodes, along railroad infrastructure or where adequate services are currently available or reasonably obtainable. i) I.Policy 1.1. Ensure that adequate industrial levels of services and facilities are currently available or reasonably obtainable to serve the industrial development or district. ii) I.Policy 1.2. Encourage new industrial development within existing industrial areas. iii) I.Policy 1.3. Encourage industrial development by improving major transportation corridors. b) I.Goal 3. Consider how transportation infrastructure is affected by the impacts of new or expanding industrial developments. i) I.Policy 3.2 The land use applicant should demonstrate that the roadway facilities associated with the proposed industrial development are adequate in width, classification and structural capacity to serve the development proposal. c) I.Goal 5. New industrial uses or expansion of existing industrial uses should meet existing federal, state and local policies and legislation. i) I.Policy 5.1. Industrial uses should be evaluated using criteria, including but not limited to the effect the industry would have on air and water quality, natural drainage ways, soil properties and natural patterns and suitability of the land. Page 2 ii) I.Policy 5.2. Development improvements should minimize permanent visual scarring from grading, road cuts and other site disturbances. Require stabilization and landscaping of final land forms, and that runoff be controlled at historic levels. 3) The rezoning will recognize the development on the property and the compatibility of the adjoining uses. 4) The site and industrial uses will continue to be compatible with the surrounding uses. The immediate land uses are irrigated crop land on the west, a rural residence and OmniTrax rail to the north, an industrial park to the east, and a rural residence to the south. The property is served by and adjacent to CR 64, which is planned to provide the future route for Crossroads Blvd. extension to US 85. 5) A small portion of the southwest corner of the property lies within the 100yr floodplain, as currently mapped. There are currently no plans to impact that area of the property. No overlay districts apply to this property. 6) The soils are suitable for this type of development. According to the soils report "Soils at the site generally consisted of varying layers of silty sand, silty clayey sand and well graded sand with gravel to depths of 15 feet." 7) North Weld County Water District currently serves all of the users on this property. 8) The uses on the property will continue to be served by on -site septic systems. For Reference, the CHANGE OF ZONE (COZ) QUESTIONNAIRE: 1. Describe the purpose of the proposed Change of Zone. 2. Explain how this proposal is consistent with the Weld County Comprehensive Plan. 3. Explain how the proposed rezoning will correct what the applicant perceives as faulty zoning, or how the proposed rezoning will fit with what the applicant perceives as the changing conditions in the area. 4. Explain how the uses allowed by the proposed rezoning will be compatible with the surrounding land uses. Include a description of existing land uses for all properties adjacent to the subject property. S. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County. 6. Does the soil report indicate the existence of moderate or severe soil limitations? If so, detail the methods to be employed to mitigate the limitations for the uses proposed. 7. Describe the proposed source of drinking water source on the property. If utilizing a drinking water well, include either the well permit or well permit application that was submitted to the State Division of Water Resources. If utilizing an existing public water tap, include a letter from the water district, a tap or meter number, or a copy of the water bill. If public water is proposed for new development, provide a "will -serve" letter from the water provider. 8. Describe the proposed sewage disposal system is on the property. If utilizing an existing septic system, provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system is proposed." Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. Page 3 Duran Enterprises Southeast Quadrant O Street and 71St Avenue Traffic Impact Study KE Job #2019-024 Prepared for: JKP Consulting LLC 1937 15th Avenue Greeley, CO 80631 Prepared by: KELLAR ENGINEERING www.kellarengineering.com 970.219.1602 phone May 20, 2019 Sean K. Kellar, PE, PTOE This document. together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from Kellar Engineering LLC shall be without liability to Kellar Engineering LLC. TABLE OF CONTENTS 1.0 Introduction 2.0 Existing Conditions and Roadway Network 2.1 Recent Traffic Volumes 3.0 Pedestrian/Bicycle Facilities 4.0 Proposed Development 4.1 Trip Generation 4.2 Trip Distribution 4.3 Traffic Assignment 4.4 Short Range Total Peak Hour Traffic 5.0 Traffic Operation Analysis 5.1 Analysis Methodology 5.2 Intersection Operational Analysis 5.3 Auxiliary Lane Analysis 6.0 Findings List of Figures: Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Vicinity Map Site Plan Recent Peak Hour Traffic 2021 Background Peak Hour Traffic Trip Distribution Site Generated Peak Hour Traffic 2021 Short Range Total Peak Hour Traffic Page 3 3 3 6 6 6 6 7 7 8 8 8 8 18 Page 4 5 11 12 13 14 15 Duran Enterprises Traffic Impact Study Page 1 IE TABLE OF CONTENTS (continued) List of Tables: Table 1: Table 2: Table 3: Table 4: Trip Generation Recent Peak Hour Operations 2021 Background Peak Hour Operations 2021 Short Range Total Peak Hour Operations Appendices: Appendix A: Traffic Counts Appendix B: Level of Service (LOS) Tables Appendix C: Site Photos Appendix D: Weld County Functional Classification Map Appendix E: HCM Calculations (Synchro) Page 10 16 16 17 Page 21 23 24 26 27 Duran Enterprises Traffic Impact Study Page 2 1.0 Introduction The purpose of this Traffic Impact Study (TIS) is to identify project traffic generation characteristics, to identify potential traffic related impacts on the adjacent street system, and to develop mitigation measures required for identified traffic impacts. This TIS is for the proposed Duran Enterprises project located at the southeast quadrant of O Street and 71St Avenue in Weld County, CO. See Figure 1: Vicinity Map. Kellar Engineering LLC (KE) has prepared the TIS to document the results of the project's anticipated traffic conditions in accordance with Weld County's requirements and to identify projected impacts to the local and regional traffic system. 2.0 Existing Conditions and Roadway Network The project site is located at the southeast quadrant of O Street (County Road 64) and 71St Avenue (County Road 29) in Weld County, CO. O Street has one thru lane in each direction and a posted speed of 45 mph at the O Street/71st Avenue intersection. The posted speed of O Street transitions to 35 mph just east of the O Street/71St Avenue intersection. 71St Avenue currently has one thru lane in each direction and a posted speed of 55 mph adjacent to the project site. The intersection of O Street and 71St Avenue is one-way stop -controlled with the stop sign facing the northbound approach of 71St Avenue. The proposed development has access via two existing full -movement access points; one existing access point to O Street, and one existing access point to 71St Avenue. See Figure 2: Site Plan. 2.1 Recent Traffic Volumes Recent peak hour traffic volume counts were conducted using data collection cameras on April 25, 2019. The traffic counts were conducted during the peak hours of adjacent street traffic in 15 -minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. These turning movement counts are shown in Figure 3 with the count sheets provided in Appendix A. Duran Enterprises Traffic Impact Study Page 3 Figure 1: Vicinity Map VICINITY MAP Duran Enterprises Traffic Impact Study Page 4 Fan Figure 2: Site Plan t 1 t 0 i 8 t rlISIIIS 1 Duran Enterprises Traffic Impact Study Page 5 IE 3.0 Pedestrian/Bicycle Facilities Currently there are no existing sidewalks or bicycle facilities adjacent to the project site. Additionally, the project is not anticipated to generate additional pedestrian or bicycle trips. Any additional pedestrian or bicycle traffic from this project, if any, would be negligible. 4.0 Proposed Development The proposed development consists of a variety of proposed land uses. Vehicular access to the project site is proposed from an existing full -movement access point to O Street and an existing full -movement access point to 71St Avenue. Phase 1 of the development includes the land uses on lots 1, 2, 3, and 4. Phase 2 of the development includes the land uses on lots 5, 6, 7, and 8. See Table 1: Trip Generation and Figure 2: Site Plan. 4.1 Trip Generation Site generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). ITE has established trip generation rates in nationwide studies of similar land uses. For this study, KE used the ITE 9th Edition Trip Generation Report average trip rates. The proposed project (Phase 1 + Phase 2) is anticipated to generate approximately 688 daily weekday trips, 77 AM total weekday peak hour trips, and 88 PM total weekday peak hour trips. See Table 1: Trip Generation. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns and volumes, anticipated surrounding development areas, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 5 illustrates the trip distribution used for the project's analysis. Duran Enterprises Traffic Impact Study Page 6 4.3 Traffic Assignment Traffic assignment was obtained by applying the trip distributions to the estimated trip generation of the development. Figure 6 shows the site generated peak hour traffic assignment. 4.4 Short Range Total Peak Hour Traffic Site generated peak hour traffic volumes were added to the background traffic volumes to represent the estimated traffic conditions for the short range 2021 horizon. These background (2021) and short range (2021) total traffic volumes are shown in Figure 4 and Figure 7 respectively. The short range analysis year 2021 includes the proposed development for the project plus an increase in background traffic per the growth rates from the NFRMPO (North Front Range Metropolitan Planning Organization). Duran Enterprises Traffic Impact Study Page 7 IE 5.0 Traffic Operation Analysis KE's analysis of traffic operations in the site vicinity was conducted to determine the capacity at the identified intersection. The acknowledged source for determining overall capacity is the Highway Capacity Manual. 5.1 Analysis Methodology Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long delays). A description of the level of service (LOS) for signalized and unsignalized intersections from the Highway Capacity Manual are provided in Appendix B. 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2021 horizon. The calculations for this analysis are provided in Appendix E. Using the short range total traffic volumes shown in Figure 7, the project's intersections are projected to operate acceptably. See Table 4 for the 2021 Short Range Total Peak Hour Operation. 5.3 Auxiliary Lane Analysis The auxiliary lane analysis for the study intersections were conducted using CDOT State Highway Access Code (SHAC). Based upon the SHAC, a left -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 10 vph. Additionally, a right -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 25 vph. Based upon the projected traffic of the development and the State Highway Access Code (SHAC), the following are the auxiliary lane recommendations for the project. Phase 1 Intersection Improvements: • None. The existing roadway system is sufficient to accommodate Phase 1 traffic. Duran Enterprises Traffic Impact Study Page 8 Total Build -Out Intersection Improvements (Phase 1 + Phase 2 traffic): • A southbound left -turn lane is required at the 71St Avenue/Site Access #2 intersection • A westbound left -turn lane is required at the O Street/Site Access #1 intersection Per Table 6-7 in the SHAC, the left -turn deceleration lane at Site Access #1 should be a total of approximately 435' long (180' bay taper + 255' full width) with a 12' minimum lane width. The left -turn deceleration lane at Site Access #2 should be a total of approximately 270' long (120' bay taper + 150' full width) with a 12' minimum lane width. The existing intersection of 71St Avenue and O Street already warrants auxiliary lanes per the recent traffic counts. Total build -out of this project will contribute site generated traffic to these turn movements. Based upon the SHAC, the following auxiliary lanes are required at the intersection of 71St Avenue and O Street: • A westbound left -turn lane is required at the O Street/71st Avenue intersection (435' long = 180' bay taper + 255' full width) • An eastbound right -turn lane is required at the O Street/71St Avenue intersection (435' long = 180' bay taper + 255' full width) • A northbound left -turn lane is required at the O Street/71St Avenue intersection (270' long = 120' bay taper + 150' full width) • A northbound right -turn lane is required at the O Street/71st Avenue intersection (270' long = 120' bay taper + 150' full width) Duran Enterprises Traffic Impact Study Page 9 Table 1: Trip Generation ITE Code Land Use Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Size Rate Total Rate °/0 In In % Out Out Total Rate % In In % Out Out Total Phase 1 110 Light Industrial 20 KSF 6.97 139 0.92 88% 16 1213/0 2 18 0.97 12`)/0 2 88°/0 17 19 151 Self -Storage Facility 50 KSF 2.5 125 0.14 55% 4 45`)/0 3 7 0.26 50`)/0 7 50% 7 14 151 Outdoor RV Storage 300 units 0.25 75 0.02 50% 3 50`)/0 3 6 0.02 48°/0 3 52% 3 6 Phase 2 110 Light Industrial 50 KSF 6.97 349 0.92 88°/0 40 12% 6 46 0.97 12°/0 6 88°/0 43 49 Total (Phase 1 + Phase 2) 688 63 14 77 18 70 88 KSF = Thousand Square Feet Duran Enterprises Traffic Impact Study Page 10 Figure 3: Recent Peak Hour Traffic N NTS � 11a1sa cs 47/39 O Street 164/157 34/20 co r- �r cc °,1 M N CY) Legend AM/PM Duran Enterprises Traffic Impact Study Page 11 li Figure 4: 2021 Background Traffic N NTS 44- 117/174 re 50/41 O Street 174/167 -► 36/21 -----3 Tr O M M ('7 a� M O5 Legend AM/Phil Duran Enterprises Traffic Impact Study Page 12 Figure 5: Trip Distribution N 35% e M 30% NTS O Street Duran Enterprises Traffic Impact Study Page 13 Figure 6: Site Generated Peak Hour Traffic — Phase 1 + Phase 2 N 5/4 —ie. 17/4 gair m E CO t` r At-- 5/25 5/25 r a 5/4 Site Access #2 t-- 6/1 13/5 Tr r Legend 40- AM/PM r ti 1 NTS O Street Duran Enterprises Traffic Impact Study Page 14 Figure 7: 2021 Short Range Total Peak Hour Traffic — Phase 1 + Phase 2 N NTS -41- 118/178 f- 117/174 56!42 re 13/5 O Street 179/171 --► 53/25 t0 c� co N IL a ae �r co 0 �t v Itt (r) re) rn Ls_ 5/25 5/25 270/207 -� 5/4 Site Access #2 �r Site Access #1 jatUltd Anvil P M Duran Enterprises Traffic Impact Study Page 15 Ili Table 2: Recent Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS 71St Ave/O Street EB Thru/Right A A EB Approach A A WB Left/Thru A A WB Approach A A NB Left/Right B B NB Approach B B Table 3: 2021 Background Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS 71St Ave/O Street EB Thru/Right A A EB Approach A A WB Left/Th ru A A WB Approach A A NB Left/Right B B NB Approach _ B B Duran Enterprises Traffic Impact Study Page 16 Table 4: 2021 Short Range Total Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS 71St Ave/O Street EB Thru/Right A A EB Approach A A WB Left/Th ru A A WB Approach A A NB Left/Right B B _ NB Approach B B Intersection Movement Level of Service (LOS) AM PM LOS LOS O Street/Site Access #1 EB Thru/Right A A EB Approach A A WB Left/TTh ru A A WB Approach A A NB Left/Right B A NB Approach _ B A Intersection Movement Level of Service (LOS) AM PM LOS LOS 71St Ave/Site Access #2 WB Left/Right A A WB Approach A A NB Thru/Right A A NB Approach A A SB Left/Thru A A SB Approach A A Duran Enterprises Traffic Impact Study Page 17 6.0 Findings Based upon the analysis presented in this TIS, the proposed Duran Enterprises development located the southeast quadrant of O Street and 71St Avenue, Weld County, CO will be able to be successfully meet Weld County's requirements. All intersections are projected to operate acceptably upon development of the project. See Appendix E for Synchro HCM outputs. The findings of the TIS are summarized below: • The proposed development (Phase 1 + Phase 2) is anticipated to generate approximately 688 daily weekday trips, 77 AM total weekday peak hour trips, and 88 PM total weekday peak hour trips • The study intersections will operate acceptably with full development of the proposed project and background traffic in the 2021 Short Range Total future. Based upon the projected traffic of the development and the State Highway Access Code (SHAC), the following are the auxiliary lane recommendations for the project. Phase 1 Intersection Improvements: • None. The existing roadway system is sufficient to accommodate Phase 1 traffic. Total Build -Out Intersection Improvements (Phase 1 + Phase 2 traffic): • A southbound left -turn lane is required at the 71St Avenue/Site Access #2 intersection • A westbound left -turn lane is required at the O Street/Site Access #1 intersection Per Table 6-7 in the SHAC, the left -turn deceleration lane at Site Access #1 should be a total of approximately 435' long (180' bay taper + 255' full width) with a 12' minimum lane width. The left -turn deceleration lane at Site Access #2 should be a total of approximately 270' long (120' bay taper + 150' full width) with a 12' minimum lane width. The existing intersection of 71St Avenue and O Street already warrants auxiliary lanes per the recent traffic counts. Total build -out of this project will contribute site generated traffic to these turn movements. Based upon the SHAC, the following auxiliary lanes are required at the intersection of 71St Avenue and O Street: • A westbound left -turn lane is required at the O Street/71st Avenue intersection (435' long Duran Enterprises Traffic Impact Study Page 18 = 180' bay taper + 255' full width) • An eastbound right -turn lane is required at the O Street/71St Avenue intersection (435' long = 180' bay taper + 255' full width) • A northbound left -turn lane is required at the O Street/71st Avenue intersection (270' long = 120' bay taper + 150' full width) • A northbound right -turn lane is required at the O Street/71st Avenue intersection (270' long = 120' bay taper + 150' full width) Duran Enterprises Traffic Impact Study Page 19 APPENDICES: Duran Enterprises Traffic Impact Study Page 20 Appendix A: Traffic Counts Traffic Counts 71st Ave and O St Intersection Point AM - 15 Minute Summary Time Begins 7:00 7� 7:30 8-15 8:30! 8:45 7:00 8:00 PHF Westbound: O St Leh Thru Right Total 2 4 0.5 33 28 24 17 16 29 18 a 110 0.83 n/a 41 35 45 2 2 3 2 Eastbound: O St Left Thru Right Total 157 0.8 7 n/a 1 36 ■ 3 1 46 Y 3 3 2 Total East/ West ! -. 81 95 3• 61 32 52 25 S 31 52 Southbound: N/A Left Thru Right tj 0. 0.61 n/a 17 3 19 355 0.75 0.87 0 G C C Total Northbound: 71st Ave Left a L� 4 gleSti �+9 I/a in/a i tj tj V 1 Thru Right Total b 18 20 2.6 27 i 31 Total North/South 18 26 31 11 18 18 8 14 14 10 _8 18 1 22 22 1 0 10. 11 0.69 71st Ave and O St Intersection Point PM - 15 Minute Summary 16:001 173 • 17-45 4:30 5:30 PHF 1 I • 40 40 3 34 46 32 31 3_ 164 6 0.89 0. n/a = Peak Hour 46 43 46 49 54 4 4 • 203 0.9 n/a = Peak 15 Minutes ,` 43 3 4 3 3 3 36 46 38 50 3 42 • 82 89 8 99 93 86 tj C L 1 2 1 5 2 14 5 9 6 7 • 23 8 16 8 1 11 9 11 23 8 1 11 it 15 2 17 3$ 0 2 31 S' 0.8 0.3 0.8 0.91 n/a n/a in/aIn/a 0. n/a 0.55 0.59 0.64 Fetzer Engineering, i.Ir Duran Enterprises Traffic Impact Study Page 21 71st Ave and O St Intersection Pedestrians and Bicycles Pedestrians on Crosswalk PM - IS Minute Summary T EM* Resins Westbound: O St eastbound: O St Southbound: N/A Northbound /1st Ave North South Total North South Total Last West total Last 'best 1utal w 7:00 0 0 u a 7:15 0 0 0 0 7:30 0 0 0 0 1:45 0 0 0 0 8:00 0 0 0 p 8:15 0 0 0 0 8:30 0 0 0 0 9:45 0 0 p :><,, I ,, :, r 4, 1 Bicycles on Crosswalk PM - 15 Minute Summary 1 mire Begins Westbound: L. st Eastbound: O St Southbound: N/A Northbound /1st Ave Noah South total North South total Last West Total Last West Total 7:0t ..1 u 0 0 1:15 0 0 0 0 7:30 0 0 0 0 7:45 0 0 0 0 8:00 0 ° 0 0 8:15 0 0 0 0 9:40 0 0 0 0 8:4', 0 0 0 p r • ° 1°,° ! I 1 1 I re I • Pedestrians on Crosswalk PM - 15 Minute Summary I !me Jegi r. Westbound: U St !eastbound: U St Southbound: N/A Northbound /1st Ave North south Total North South total Last Nest fatal Last .Vest total 16:15 0 0 I.. 16:30 0 0 0 16:4'; J 0 u 17:00 0 0 ,., 0 17:15 0 0 0 0 11-30 0 0 u 0 17:45 0 0 I, ,_ , r ot»1 r i 1 L 1 t, 1 l I l Bicycles on Crosswalk PM - 1S Minute Summary 1ifrle We -Abound L. 1.,t Eastbound: O St southbourC NIA Northbound 71st Ave Begins Florth south 'Ltal North South total _AtI Wet tat al Last West total 1640 0 0 u 0 16.15 0 0 0 0 16.30 0 0 0 p 16-45 0 0 0 0 1740 0 U 0 0 17-15 0 0 p 0 17:30 0 0 0 0 17 45 r , 0 0 0 ar, 0 1 0 I I f 0 t t•• -J.' Notes• Contact Info 4/2S/2u19 Ua►.e: 4/2 -Si- _ Shawn utter, N.l . /68 I win lakes Cir, Loveland, Co 80518 t.rnall SfetterefetteferySYnernng,ccxn Phone 9 711 102 4884 7 00. 9:00 I irx 400 • 6:00 , Tuesday Ury Tuesday SKf (Moo) Observer: SO 'Video:. Duran Enterprises Traffic Impact Study Page 22 Appendix B: Level of Service (LOS) Table Level of Service Definitions Level of Service Signalized Intersection Unsignalized Intersection (LOS) Average Total Delay Average Total Delay (sec/veh) (sec/veh) A ≤ 10 ≤ 10 B >10 and ≤20 >10 and ≤15 C >20and ≤35 >15 and ≤25 D >35and ≤55 >25and ≤35 E >55and ≤80 >35and ≤50 F >80 >SO Duran Enterprises Traffic Impact Study Page 23 Appendix C: Site Photos (O Street and 71St Avenue) Looking East Looking North Duran Enterprises Traffic Impact Study Page 24 Looking West Looking South to .:ail ltd-•..-- ^ . ...yC. _ • ".. . . - - - - - '.. w�, -� r- _._ ... rimy 1 _ w-_ Duran Enterprises Traffic Impact Study Page 25 Appendix D: Weld County Functional Classification Map Legend • Highway Paved Local -- Gravel Local 4 -Lane Controlled -Access County Higitivay dmismom Arterial Collector Arterials Not Constructed ® Future Alignment To Be Determined Note: The minimum nght-of-way for WCR 29 between SH 392 and WCR 100 will be 100' except at the following intersections it will be 140' SH 392, WCR 74 SH 14. WCR 90, WCR 100 Duran Enterprises Traffic Impact Study Page 26 li Appendix E: HCM Calculations (Synchro) Duran Enterprises Traffic Impact Study Page 27 Recent AM Peak Hour Kellar Engineering LLC 3: 71st Ave & O Street 05/15/2019 Intersection Int Delay, s/veh 3 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 164 34 47 110 28 90 Future Vol. veh/h 164 34 47 110 28 90 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 12 12 12 Mvmt Flow 178 37 51 12 120 12 12 30 98 Ma or/Minor Major1 Ma or2 Minor1 Conflicting Flow All 0 0 215 0 419 197 Stage 1 - 197 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 - 4.22 - 2.308 - 1298 - 222 - 6.52 6.32 - 5.52 - 5.52 - - 3.608 3.408 - 572 819 - 813 Stage 2 - 792 Platoon blocked, % Mov Cap -1 Maneuver - 1298 - 548 819 Mov Cap -2 Maneuver - 548 Stage 1 - 813 Stage 2 - 759 Approach EB WB NB HCM Control Delay, s 0 2.4 11 HCM LOS B Minor Lane/Ma or Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 733 - - 1298 - HCM Lane V/C Ratio 0.175 - 0.039 HCM Control Delay (s) 11 - 7.9 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.6 - 0.1 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report Recent PM Peak Hour Kellar Engineering LLC 3: 71st Ave & O Street 05/15/2019 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h t+ Y 157 20 39 164 28 31 Future Vol, veh/h 157 20 39 164 28 31 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade. % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 12 12 12 12 Mvmt Flow 171 22 42 178 12 12 30 34 Ma or/Minor Major1 Ma or2 Minor1 Conflicting Flow All 0 0 193 0 444 182 Stage 1 - 182 Stage 2 - 262 Critical Hdwy - 4.22 - 6.52 6.32 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy - 5.52 - 5.52 - - 2.308 - 3.608 3.408 Pot Cap -1 Maneuver - 1323 - 553 835 Stage 1 - 826 Stage 2 - 759 Platoon blocked, % Mov Cap -1 Maneuver - 1323 - 534 835 Mov Cap -2 Maneuver - 534 Stage 1 - 826 Stage 2 MEP - 732 Approach EB WB NB HCM Control Delay, s 0 1.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 659 - - 1323 - HCM Lane V/C Ratio 0.097 - 0.032 HCM Control Delay (s) - 7.8 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.3 - 0.1 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2021 Background AM Peak Hour Kellar Engineering LLC 3: 71st Ave & O Street 05/15/2019 Intersection Int Delay. s/veh 3.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 Traffic Vol, veh/h 174 36 50 117 30 95 Future Vol.. veh/h 174 36 50 117 30 95 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade. % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 12 12 12 12 12 12 Mvmt Flow 189 39 54 127 33 103 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 228 0 444 209 Stage 1 - 209 Stage 2 - 235 Critical Hdwy - 4.22 - 6.52 6.32 Critical Hdwy Stg 1 - 5.52 Critical Hdwy Stg 2 - 5.52 Follow-up Hdwy - 2.308 - 3.608 3.408 Pot Cap -1 Maneuver - 1283 - 553 807 Stage 1 - 803 Stage 2 - 781 Platoon blocked, Mov Cap -1 Maneuver - 1283 - 528 807 Mov Cap -2 Maneuver - 528 Stage 1 - 803 Stage 2 - 746 Approach EB WB NB H CM Control Delay. s 0 2.4 11.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 716 - 1283 HCM Lane V/C Ratio 0.19 - 0.042 HCM Control Delay (s) 11.2 - 7.9 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.7 - 0.1 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2021 Background PM Peak Hour Kellar Engineering LLC 3: 71st Ave & O Street 05/15/2019 I ntersection Int Delay, s/veh 2 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 Traffic Vol, veh/h 167 21 41 174 30 33 Future Vol, veh/h 167 21 41 174 30 33 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free RT Channelized - None Storage Length - Veh in Median Storage, # 0 Grade, % 0 Free Free Stop Stop - None - None 0 - 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 12 12 12 12 12 12 Mvmt Flow 182 23 45 189 33 36 Major/Minor Major1 Ma or2 • Minor1 Conflicting Flow All 0 0 205 0 473 194 Stage 1 - 194 Stage 2 - 279 Critical Hdwy - 4.22 - 6.52 6.32 Critical Hdwy Stg 1 - 5.52 Critical Hdwy Stg 2 - 5.52 Follow-up Hdwy P - 2.308 - 3.608 3.408 of Cap -1 Maneuver - 1309 - 532 823 Stage 1 - 815 Stage 2 anb - 746 Platoon blocked, % Mov Cap -1 Maneuver - 1309 - 512 823 Mov Cap -2 Maneuver - 512 Stage 1 - 815 Stage 2 - 718 Approach EB WB NB HCM Control Delay, s 0 1.5 11.3 HCM LOS B M inor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 638 - 1309 HCM Lane V/C Ratio 0.107 - 0.034 HCM Control Delay (s) 11.3 - 7.8 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.4 - 0.1 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 3: 71st Ave & O Street 05/15/2019 Intersection Int Delay. s/veh 3.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h k 41 � 179 53 56 118 34 96 179 53 56 118 34 96 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Free Free Free Free Stop Stop - None - None - None 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 12 12 12 12 12 12 Mvmt Flow 195 58 61 128 37 104 Major/Minor Major1 Major2 Minor1 Conflicting Flow All J 0 253 0 474 224 Stage 1 - 224 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 - 250 - 4.22 - 6.52 6.32 - 5.52 - 5.52 - - 2.308 - 3.608 3.408 - 1256 - 531 791 - - 790 - Stage 2 - 769 Platoon blocked, % Mov Cap -1 Maneuver - 1256 - 503 791 Mov Cap -2 Maneuver - 503 Stage 1 - 790 Stage 2 - 729 Approach EB WB NB HCM Control Delay, s 0 2.6 11.6 HCM LOS B Minor Lane/Ma or Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 688 - - 1256 - HCM Lane V/C Ratio 0.205 - 0.048 HCM Control Delay (s) 11.6 8 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.8 - 0.2 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 5: 71st Ave & Site Access #2 05/15/2019 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 5 5 125 22 5 5 125 22 23 86 23 86 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade. % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, Mvmt Flow 2 2 2 2 2 2 5 5 136 24 25 93 M a or/Minor Minor1 Major1 Major2 Conflicting Flow All Stage 1 Stage 2 291 148 0 0 160 0 148 143 Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap -1 Maneuver 700 899 - 1419 Stage 1 880 Stage 2 884 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver 687 899 687 - 1419 Stage 1 880 Stage 2 867 Approach WB NB SB HCM Control Delay. s 9.7 0 1.6 HCM LOS A Minor Lane/Ma or Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 779 1419 HCM Lane V/C Ratio - 0.014 0.018 HCM Control Delay (s) - 9.7 7.6 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0.1 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 7: Site Access #1 & O Street 05/15/2019 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 270 5 13 117 1 3 Future Vol, veh/h 270 5 13 117 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Free Free Free Free Stop Stop - None - None - None - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 2 2 2 2 293 5 14 127 2 2 1 3 Ma or/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 298 0 451 296 Stage 1 - 296 Stage 2 - 155 Critical Hdwy - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - 1263 - 566 743 Stage 1 - 755 Stage 2 - 873 Platoon blocked, % Mov Cap -1 Maneuver - 1263 - 559 743 Mov Cap -2 Maneuver - 559 Stage 1 MEP - 755 Stage 2 - 863 Approach EB WB NB HCM Control Delay, s 0 0.8 10.3 HCM LOS B Minor Lane/Maor Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 687 - - 1263 - HCM Lane V/C Ratio 0.006 - 0.011 HCM Control Delay (s) 10.3 - 7.9 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 3: 71st Ave & O Street 05/15/2019 Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 Traffic Vol, veh/h 171 25 42 178 48 40 Future Vol, veh/h 171 25 42 178 48 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # 0 Grade. % 0 Free Free - None Free Free Stop Stop - None - None 0 - 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, °A 12 12 12 12 12 12 Mvmt Flow 186 27 46 193 52 43 Major/Minor Major1 Ma or2 Minor1 Conflicting Flow All 0 0 213 0 485 200 Stage 1 - 200 Stage 2 Critical Hdwy Critical Hdwy Stg 1 - 285 - - 4.22 - 6.52 6.32 - - - 5.52 - Critical Hdwy Stg 2 - 5.52 Follow-up Hdwy - 2.308 - 3.608 3.408 Pot Cap -1 Maneuver - 1300 - 523 816 Stage 1 - 810 Stage 2 - 741 Platoon blocked,. 'A Mov Cap -1 Maneuver - 1300 - 502 816 Mov Cap -2 Maneuver - 502 Stage 1 MEW - 810 Stage 2 - 711 Approach EB WB NB HCM Control Delay. s 0 1.5 12 HCM LOS B Mi nor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 608 - 1300 HCM Lane V/C Ratio 0.157 - 0.035 HCM Control Delay (s) 12 - 7.9 0 HCM Lane LOS B A A HCM 95th %tile O(veh) 0.6 - 0.1 HCM 2010 TWSC Sean Kellar, PE. PTOE Synchro 9 Report 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 5: 71st Ave & Site Access #2 05/15/2019 Intersection Int Delay. s/veh 2.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations 11Yr 1+ Traffic Vol, veh/h 25 25 63 5 5 62 Future Vol, veh/h 25 25 63 5 5 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Stop Stop Free Free Free Free - None - None - None 0 - - - - - Veh in Median Storage, # 0 0 0 Grade, °/0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, Mvmt Flow 2 2 2 2 2 2 27 27 68 5 5 67 Ma or/Minor Minor1 Major1 Major2 Conflicting Flow All 148 71 0 0 73 0 Stage 1 71 Stage 2 77 Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 3.318 Pot Cap -1 Maneuver 844 991 Stage 1 952 - 2.218 - 1527 Stage 2 946 Platoon blocked, % Mov Cap -1 Maneuver 841 991 - 1527 Mov Cap -2 Maneuver 841 Stage 1 952 Stage 2 943 Approach WB NB SB HCM Control Delay, s 9.2 0 0.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 910 1527 - HCM Lane V/C Ratio - 0.06 0.004 HCM Control Delay (s) - 9.2 7.4 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.2 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 7: Site Access #1 & O Street 05/15/2019 Intersection Int Delay. s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 Traffic Vol, veh/h 207 4 5 174 4 17 Future Vol, veh/h 207 4 5 174 4 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 WEI Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 225 4 5 189 4 18 Ma or/Minor Majorl Ma or2 Minor1 Conflicting Flow All 0 0 229 0 426 227 Stage 1 - 227 MEP Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 - 4.12 - 2.218 - 1339 - 199 - 6.42 6.22 - 5.42 - 5.42 - - 3.518 3.318 - 585 812 - 811 Stage 2 - 835 Platoon blocked, % Mov Cap -1 Maneuver - 1339 - 583 812 Mov Cap -2 Maneuver - 583 Stage 1 Ann - 811 Stage 2 - 832 Approach EB WB NB HCM Control Delay, s 0 0.2 9.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 755 - - 1339 - HCM Lane V/C Ratio 0.03 - 0.004 HCM Control Delay (s) 9.9 - 7.7 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report SEAN KELLAR, PE, PTOE OWNER - KELLAR ENGINEERING, LLC KELLAR ENGINEERING Kellar Engineering LLC is a Transportation/Traffic Engineering consulting firm founded by Sean Kellar, PE, PTOE. Sean has over 19 years of work experience in transportation/traffic engineering in both the private and public sectors working for: Missouri Department of Transportation (MoDOT) as District Traffic Engineer; City of Loveland, Colorado; Kirkham Michael Consulting Engineers; and Dibble and Associates Consulting Engineers. Kellar Engineering LLC is dedicated to offering quality transportation and traffic engineering consulting services through great customer service to its clients. Each project presents a new opportunity to add value and for strengthening relationships with clients. Sean has completed over 100 traffic impact studies, including traffic studies provided for CDOT, City of Loveland, and Colorado State University. EDUCATION AND CERTIFICATION ■ Registered Professional Engineer, State of Colorado (License #38650) ■ Registered Professional Engineer, State of Wyoming (License #15954) ■ Registered Professional Engineer, State of Arizona (License #45781) ■ Registered Professional Engineer, State of Missouri (License #2015027449) ■ Professional Traffic Operations Engineer (PTOE) (Certificate #2647) ■ Bachelor of Science in Engineering, Emphasis in Civil Engineering Arizona State University, Tempe, AZ SUMMARY OF QUALIFICATIONS ■ Over 19 years of transportation/traffic engineering experience ■ Designed, reviewed, and managed several traffic engineering projects for municipalities, government agencies, and clients in the private sector ■ Presented several projects to City Council and Planning Commission in public hearings ■ Managed the April 1, 2007 revisions to the City of Loveland's street design standards (Larimer County Urban Area Street Standards) and represented the City at the public meetings and public hearings associated with receiving City Council approval of the changes ■ Experience in the design of: traffic signals, roundabouts, arterial roadways; and traffic impact analysis utilizing multiple modeling packages ■ Construction inspection and field coordination experience ■ Proficient in the following software applications: Synchro, SimTraffic, HCS 2000, AutoCAD, AutoDesk Land Desktop, Microstation, Autoturn, InRoads, ArcMap GIS, and Microsoft Office PROFESSIONAL WORK EXPERIENCE Kellar Engineering LLC, Overland Park, KS —January 2016 — Present Owner/President Key components include: ■ Roundabout Design ■ Intersection re -design ■ Traffic Modeling ■ Bike/Pedestrian Facilities ■ Traffic Impact Studies ■ Traffic Signal Warrant Analysis ■ Parking Studies ■ Corridor Planning Kellar Engineering LLC I PO Box 8198, Prairie Village, KS 66208 1970-219-1602 skellar@kellarengineering.com Key Projects include ■ US 34 and Boyd Lake Avenue Ultimate Intersection Improvements, Loveland, CO Sean Kellar (Kellar Engineering) was the traffic engineer for the US 34/Boyd Lake Avenue ultimate intersection improvements project This design involved ultimate intersection widening of US 34 to a 6 -lane major artenal cross- section and Boyd Lake Avenue to a 4 -lane major arterial cross-section The project also included design of a multilane roundabout to the south at the intersection of Boyd Lake Avenue and Mountain Lion Drive i Traffic Signal Design, Loveland, CO Kellar Engineering provided the traffic signal warrant analysis and traffic signal construction drawing design at the intersection of 29th Street/Beech Dnve — the main entrance/exit to Loveland High School The new traffic signal addressed safety concerns with the traffic at Loveland High School and created a safe pedestnan crossing for the high school and pedestrians accessing the sculpture parks on both sides of 29th Street ■ 37th Street Connector and Monroe Avenue Roundabout, Loveland, CO Sean Kellar (Kellar Engineering) was the traffic engineer for the 37th Street Connector and Monroe Avenue roundabout project The project included honzontal design for a new roadway connection between Hwy 287 and Monroe Avenue along the 37th Street alignment The project also included the design of a modern roundabout at the intersection of 37th Street and Monroe Avenue Missouri Department of Transportation, Lee's Summit, MO —June 2015 —January 2016 District Traffic Engineer, Kansas City District Key components include ■ Supervised and managed the Traffic Department at MoDOT's Kansas City District O Department Director for 38 full-time employees within three divisions of the Traffic Department Traffic Engineering, Right -of -Way Permits, and Electncians ■ Managed over 600 traffic signals, over 7,000 street lights, nght-of-way permits, traffic control, and traffic engineering studies ■ Represented MoDOT with the media, law enforcement coordination, and legal proceedings pertaining to traffic litigation Additional key project includes ■ 2015 World Senes Parade Traffic Control Traffic control, freeway management, and arterial management for the 2015 World Series and the 2015 World Senes Celebration Parade City of Loveland Transportation Development Review, Loveland, CO — February 2005 —June 2015 Senor Civil Engineer & Civil Engineer, Public Works Department Key components include ■ Supervised and managed the Transportation Development Review Division at the City of Loveland ■ Presented the traffic and transportation impacts associated with proposed developments to the City Council and Planning Commission at public hearings ■ Negotiate development agreements and resolve issues involving City staff, street standards, and developers ■ Plan review and technical input on construction drawings for the design and construction of proposed roadways and roadway improvements ■ Review of Traffic Impact Studies for proposed commercial developments ■ Coordination, design, and review of traffic signal plans to ensure consistency with City standards ■ Responsible for the maintenance of the City's street design standards (Lamer County Urban Area Street Standards) ✓ Considered and took action upon vanance requests to the City's street design standards Kellar Engmeenng LLC I PO Box 8198, Praine Village, KS 66208 1970-219-1602 I skellar@kellarengmeenng com Kirkham Michael Consulting Engineers, Greeley, CO - Februan/ 2004 — February 2005 Project Manager, coordinated and designed projects involving ■ Roadway Design ■ Traffic Impact Studies ■ Traffic Signal Design ■ Land Development ■ Construction Coordination Key Projects include ■ 20th Street Road Widening From 65th Avenue to 71St Avenue, Greeley, CO Consultant project manager for a capital improvement project consisting of widening an existing two-lane roadway to a four -lane artenal roadway section for a project length of over 3,000 feet Project included roadway widening, raised medians, change of vertical alignment, storm drain design, traffic signal design, construction coordination, field construction inspection, and extensive utility coordination ■ East 96th Avenue Improvements, Commerce City, CO Over 4,900 feet of artenal roadway widening and storm drain improvements at the intersection of 96th Avenue and State Highway 2 ■ Westview Commercial Development, Greeley, CO Traffic Impact Study for a proposed commercial development at the intersection of US Hwy 34 and 65th Street Dibble and Associates Consulting Engineers, Phoenix, AZ - August 1999 — February 2004 Project Engineer, designed and managed projects in the areas of ■ Transportation Engineenng and Roadway Design ■ Site Infrastructure and Land Development ■ Utility Design ■ Grading and Drainage ■ Construction Inspection ■ Construction Field Coordination ■ Surveying (Topographic and Construction Staking) Key Projects include ■ Scottsdale Road Project, Scottsdale, AZ Project involved design for two miles of a six -lane major artenal roadway with landscaped medians, turn lanes, bike lanes, detached sidewalks, curb and gutter, and storm drain ■ 7th Street Bottleneck, Phoenix, AZ Modifying the existing traffic islands at a major signalized intersection to improve the overall flow of traffic at the intersection of 7th Street & McDowell Road Kellar Engineenng LLC 1 PO Box 8198, Praine Village, KS 66208 1970-219-1602 I skellar@kellarengineenng com Tax Account Online and telephone payments will be unavailable beginning September 1, 2020 through the end of the year. Payments must be made in certified funds (cash, cashier's check, money order, credit or debit card fees apply.) Summary Account Id R6777827 Parcel Number 080533200011 Owners DURAN ENTERPRISES LLC Address 14332 COUNTY ROAD 64 GREELEY, CO 80631-9317 Situs Address 14332 COUNTY ROAD 64 WELD Legal NE4NW4 33 6 66 EXC COMM NW COR OF NE4NW4 SEC 33 N88.3924E 1326.77' N88.3924E 49.52' S01.2036E 30 TO POB N88.3324E 27.13' S44.0659W 38.67' N00.2525W 27.13' TO POB Inquiry As Of 09/02/2020 Payment Type O First Full Total Due $0.00 Area Id 5056 - 5056 Actual WAREHOUSE/STORAGE-LAND - 2135 639,872 OFFICES -IMPROVEMENTS - 2220 781,695 WAREHOUSE/STORAGE-IMPS. - 2235 2,772,981 Total Value 4,194,548 Taxes Mill Levy 80.9290000 Assessed 185,560 226,690 804,160 1,216,410 $98,442.84 The amount of taxes due on this page is based on last year's property value assessment. Hello