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Home My WebLink About20193493.tiffPLANNED UNIT DEVELOPMENT (PUD) CHANGE OF ZONE APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED RECEIPT # /AMOUNT # IS CASE # ASSIGNED APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number _ Legal Description 105513400012 PT SE 4, T 3N, R 65 W, Lot B RECX15-0109 Property Address (If Applicable) 23963 CR 44, La Salle, CO 80645 Existing Zone District: Ag Proposed Zone District: PUD wl Total Acreage 20 +1- Proposed #/Lots: 4 CA, C-3, 1-3, 1-2 & I-1 uses Acres Open Space: 3 89 +/- Are you applying for Conceptual or Specific Guide'? C J Conceptual Specific FEE OWNER(S) OF THE PROPERTY (If additional space is required, attach an additional sheet ) Name: T3 Land & Investment LLC Work Phone # Work Phone # Address: 23659 CR 44, La Salle. CO 80645 Email Address: APPLICANT OR AUTHORIZED AGENT (See Below Authorization must accompany applications signed by Authorized Agent) Name: Kelsey Bruxvoort - AGPROfessionals Work Phone # '970) 535-9318 Work Phone # Address 3050 67th Ave, Greeley. CO 80634 Email Address: kbruxvoort@aciproscom UTILITIES Water Central Web County Water District Sewer: Septic Gas: Propane Electric: PVREA Phone: N/A DISTRICTS School: Valley RE -1 Fire: La Salle Fire Protection District Post: Evans 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 the signatory has the legal authority to sign for the corporation. I (we), the undersigned, hereby request hearings before the Weld County Planning Commission and the Board of County Commissioners concerning the proposed Change of Zone for the above described unincorporated area of Weld County, Colorado: Vb_4692-*0 74141Z Signatu Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date c<ttSeNk gru xt3ck-- Au?Rok bsi Aro s AGPROfessionals DEVELOPERS OF AGRICULTURE April 30, 2018 To Whom It May Concern: Dan Timmerman of T3 Land and Investment, LLC is contracted with AGPROfessionals for all permitting, planning, engineering, and regulatory work relating to Weld County land use permitting. AGPROfessionals is authorized to represent and request the release of all records necessary on the behalf of Dan Timmerman. We respectfully request that all correspondence be directed to AGPROfessionals. Sincerely, dmmenian ie( Date ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 • Greeley, CO 80634 970.535.9318 /office • 970.535.9854 / fax • www.awros.com Page 2 of 9 OVERVIEW AND DISCUSSION: The site under review is zoned Agricultural and is located west of and adjacent to County Road 49 and approximately 160 feet south of State Highway 119. The site is located west of and adjacent to County Road 49 and north of and adjacent to Weld County Road (WCR) 44. The Planned Unit Development Sketch Plan proposes an urban scale development of one (4) lots for Commercial/Industrial uses on approximately 13.2 acres on a larger parcel consisting of 121.16 acres. There is a portion of an existing feedlot on a portion of the remainder of the property. The application indicates the feedlot is proposed to remain. The proposed facility is not located within the Cooperative Planning Agreement areas for any municipality. The PUD is proposed on approximately 20 -acres of the 120 -acre parcel. As the PUD process would require the inclusion of the remaining 100 -acres as an Outlot, a 2 -Lot Recorded Exemption is proposed. The subject property is Lot B of Recorded Exemption No. RECX15-0109, recorded November 19, 2015. A waiver request for the five-year requirement listed under. Section 24-8-40.M. is included with the Recorded Exemption application. If approved by the Board of County Commissioners, waiver of this requirement will avoid the unnecessary encumbrance of 100 - acres of valuable farmland and preserve it for agricultural use. A pre -application meeting with the Department of Planning Services will be required prior to submittal of the PUD change of zone application. A pre -application meeting with the Department of Planning Services took place on Thursday, June 21, 2018. The proposed PUD is not considered Non -Urban Scale or Urban Scale Development as delineated in Sections 27-2-140 and 27-2-190 of the Weld County Code since the proposed PUD is less than 9 lots and is not located in close proximity to existing subdivisions, PUDs, municipal growth boundaries while at the same time the proposed PUD is proposed for commercial and industrial uses (not residential uses). Common open space is not required because this is a PUD for Commercial and Industrial (non- residential) Uses. Noted The proposed internal access/circulation for proposed PUD will be paved. Per Chapter 27, Article 2, Section 27-2-20, all PUD developments will be served by an internally paved road system according to County standards. The facility is proposed to be served by public water (Central Weld County Water District) and individual septic systems. The PUD Change of Zone application shall delineate the proposed zone district for the uses. This includes delineating the zoning for the remainder of the property which is not outlined as Lots 1- Page 3 of 9 4. The change of zone should take into address the existing use(s) on the remainder of the property (including the feedlot). The Change of Zone is from the A (Agricultural) Zone District to the PUD (Planned Unit Development) Zone District with C-3 (Business Commercial), C-4 (Highway Commercial), I- 1 (Industrial), 1-2 (Industrial) and 1-3 (Industrial) uses. As stated above, the intent of the 2 -Lot Recorded Exemption is to exclude 100 -acres from the PUD and preserve it for agricultural use. Unless otherwise requested, the proposed lots would be bound to adhere to the respective zone district requirements, including setback, offsets and building height. Easements shall follow rear and side lot lines whenever practical and shall have a minimum total width of twenty (20) feet apportioned equally on abutting properties and, where front line easements are required a minimum of fifteen (15) shall be allocated as a utility easement. Noted. LAND USE REFERRAL COMMENTS: The Department of Planning Services' staff and referral agencies have reviewed your application for a sketch plan on the above described parcel. Planning staff comments are based upon consistency with the Weld County Code, Chapters 19, 20, 22, 23, 24, 26, 27 and any adopted intergovernmental agreements, or master plans of affected municipalities. The Department of Public Health and Environment, in their referral dated 5/7/2018, indicated that the application has satisfied Chapter 24 of the Weld County Code regarding water and sewer service. Per the Department of Public Works, as stated in their referral response dated May 15, 2018, the following will need to be addressed with the change of zone application: With the Change of Zone application, the following information is required: cross sections, pavement study information, type of surface, parking/loading areas (if applicable). access to public rights of way, curb gutter, and sidewalk (if applicable), layout of roadway, vehicular speeds, traffic signage, plan and profile (horizontal and vertical curvature). Typical road cross sections for both CR 44 and the proposed internal drive, the proposed access point and roadway layout have been delineated on the plat. The pavement study information is included with this application. Roadway improvements will be designed to meet the applicable requirements of Chapters 24 and 26 of the Weld County Code. The site is located in a rural location that does not have improvements such as travel lanes, bike lanes, medians, curb and gutter and sidewalks and these improvements are not proposed for the site. The road improvements will be consistent with the scale of the development and the requirements as determined by the traffic study. Per Chapter 12, Article 5, Section 12-5-30, an Access Permit is required for access to Weld County maintained roadways. We strongly encourage you to discuss your access with Page 4 of 9 Public Works prior to laying out your site plan to ensure the approved accesses are compatible with your layout. The proposed location of the access meets the access spacing criteria as outlined in Weld County Code Section 12, Appendix 12.A.3, Table 12A-2. Weld County Road 44 is a paved road and is designated on the Weld County Functional Classification Map as an arterial road. The minimum access spacing requirement between an access and an intersection on an arteriai road is 660 -feet. The existing access located approximately 625 -feet west of WCR 49 will be closed and relocated a minimum of 660 -feet west of WCR 49. This will result in a zero (0) net gain to the number of accesses in the county. This proposed access meets Section 27-2-20. Planned Unit Development Access Standards: 'All PUD developments will be served by an internally paved road system according to County standards.' Two auxiliary lanes on WCR 44 are recommended in the Traffic Impact Study (TIS) prepared for this request. The proposed access location has been designed to accommodate the auxiliary lane design requirements as determined by the TIS. The left - turn deceleration lane is proposed to be approximately 435' long with a 12' minimum lane width. The right -turn deceleration lane is proposed to be approximately 330' long with a 12' minimum lane width. Public Works is requiring a 600' long right -turn deceleration lane and a 1.030'-1,360 left - turn deceleration lane. This would require relocation of the access to the western boundary of the site, complete re -design of the site and closure of the existing feedlot access to the west. The feedlot would be required to share the new access point with the commercial and industrial users. A formal variance request to allow the turn -lane geometry recommended in the TIS has been submitted for Public Works' review. Public Works has determined that the access location and turn -lane variance request will be reviewed with the PUD Change of Zone application. Correspondence with Public Works and the formal variance request are included with this application. The applicant has submitted a Sketch Plan Drainage report. This meets the requirements for Sketch Plan. Prior to recording the Change of Zone map, more information may be required. A drainage report checklist is available with specific comments is available upon request. A revised Preliminary Drainage Report has been submitted with the PUD Change of Zone as well as a Change of Zone Checklist. With the Change of Zone submittal, please address or clarify the following items pertaining to the traffic study: Sean Kellar of Kellar Engineering prepared the TIS for this application. Mr. Kellar reached out to Evan Pinkham to address the following questions regarding the TIS. Mr. Kellar's responses are noted below as •KE Response.' • What ITE values were used to determine the vehicle count of 4829 vehicles per day? Page 5 of 9 KE Response: The ITE land use codes (853, 110, and 810) are provided in Table 1, Page 9 of the TIS. • How was the peak vehicle count determined? KE Response: Peak hour traffic counts are conducted using Miovision data collection cameras. Section 2.1, Page 3 of the TIS. These peak hour count results are shown in Figure 3 and Appendix A of the TIS. Trip Generation rates are determined from the ITE Trip Generation rates for the ITE land use codes. See Section 4.1, Page 6 and Table 1, Page 9 of the TIS. • Page 6 of the Traffic Impact Study states that multiple uses are proposed. What are the uses proposed? KE Response: Table 1, Page 9 of the TIS lists the proposed land uses. The Traffic Impact Study does not address if the engineer recommends a left hand east bound acceleration lane. Based upon the numbers proposed, Public Works would require a left hand east bound acceleration lane on County Road 44 at the site access. KE Response: Section 5.3, Page 8 of the TIS; acceleration lanes are not recommended per the State Highway Access Code (SHAC). Additionally, KE would not recommend adding an acceleration lane at this location to CR 44 as acceleration lanes create an additional conflict point with an additional merge. The proposed site access is spaced at least 660' from the intersection and sufficient gaps exist on CR 44 (see Synchro LOS results). For this situation KE recommends that the site access be stop controlled and traffic at the site access to CR 44 wait for an appropriate gap before turning onto CR 44. Prior to proceeding to the next process. written evidence of water agreements will be required. Appropriate documentation shall be provided which indicates not only that taps are available, but provide assurances that these connections will be made. The style of assurance may take several forms, however pre -purchase of taps, line extension agreements, tap service agreements, or another form of "participation agreement" will be acceptable. The agreements shall be approved by the Weld County Attorney's Office prior to submitting the Change of Zone application. Additionally, the comments of the Colorado Division of Water Resources as stated in their referral dated April 24, 2018 shall be addressed. Central Weld County Water District completed a water study for the development, results of which are included in this application. Also included is Central Weld County Water District's response to the April 24, 2018 Division of Water Resources referral response for PUDK18- 0003 and county confirmation that water supply has been adequately addressed for submittal of the PUD Change of Zone application. As stated previously, the PUD boundary will require to include the entire 121.16 -acre parcel. It is unclear regarding the status of oil and gas activities on the property. The applicant shall include with the Change of Zone application a copy of an agreement with the property's mineral owners stipulating that the oil and gas activities have adequately been incorporated into the design of the site, or show evidence that an adequate attempt has been made to mitigate their concerns. Please see the comment above regarding the proposed 2 -Lot Recorded Exemption. Page 6 of 9 The existing gas separator & tank battery has been removed. A site photo and correspondence with Noble Energy is included with this application. Access to remaining wells associated with this tank battery will be allowed to plug the wells in the future. Existing easements are shown on the plat. Additionally, the development guide components (including environmental impacts) will need to be addressed in the change of zone application. A Specific Development Guide has been prepared and is included with this PUD Change of Zone submitta'. Fourteen (14) land use referrals were sent, to agencies who may be impacted by this proposed development, nine (9) agencies responded, some with specific concerns, five (5) agencies did not return a response. PRIOR TO PROCEEDING TO THE CHANGE OF ZONE: The applicant shall contact all referral agencies and provide written documentation indicating that their concerns have been addressed to the satisfaction of each referral agency. Subsequent submittals associated with this proposed PUD must address all issues discussed above, as well as the questions and concerns of the following referral agencies: Weld County Department of Public Works: Please see the response above regarding the access and turn -lane requirements. Responses to the Drainage Report Checklist comments are below: Description/Scope of Work — please indicate what the use of the subdivision will be. The last sentence on page 5 has been revised to state the following. "This project is proposing an industrial four lot, minor subdivision on land that has previously been used as agricultural farm land." Number of acres for the site — report indicates 16.4, only 14.22 used for calculations. A Recorded Exemption is being proposed for the 120 -acre parcel with the proposed subdivision being on proposed Lot A. Lot A is proposed to be 17.77 acres total. The drainage boundary area was determined to be 16.4 acres. The easement along the north edge of the property was not included in the drainage basin area since it is not going to be improved and does not drain into the detention pond. The 14.22 acres was the total impervious acres for proposed Lot A that was calculated with the percentage of imperviousness spreadsheet. The detention pond and runoff calculations were done using the 16.4 acreage. The first paragraph in section 2 on page 1 was revised to state, "The applicant is proposing to develop approximately 16.4 acres of the 17.77 -acre proposed Lot A. Only 16.4 acres of the area draining to the pond was included in the drainage boundary." Page 7of9 Cleaning of sediment and debris from drainage facilities - pg 9 of the report indicates when sediment removal shall take place but does not include if the volume of the pond is reduced beyond the design volume. The third bullet point on page nine under Drainage Facility Design Section 2, part B states, "Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements." I for pond area needs to be 100%. For the sketch plan, the percentage of imperviousness was conservatively assumed to be 80% for light industrial for the entire proposed lot A, which included the area of the detention pond. The percentage of imperviousness was revised to include the entrance road and the detention pond area. A percentage of imperviousness of 100 percent was used for the entrance road. A percentage of imperviousness of two percent was used for the pond area because the pond will not be lined, and it is not designed to store water for more than 72 hours. The pond bottom is proposed to be grass and is therefore designed to be pervious. Using these values, the overall percentage of imperviousness was still calculated to be 80 percent. Time of Concentration calculations needed. The flow paths and slopes used for the time of concentration calculations will be shown on the final grading and drainage plan included in Appendix C of the Final Drainage Report. The pond volume calculation sheet needs to peak to show this is the design volume. The incremental time for the rainfall duration was increased from five minutes to ten minutes to show the major storm storage volume peak at 2.9 acre-feet. Include proposed grading to show how water will be routed to pond. A proposed grading and erosion control plan will be included in Appendix C of the Final Drainage Report. Include outlet and spillway design calculations. Outlet structure and spillway design calculations will be included in Appendix B of the Final Drainage Report. Pg 10 references the City of Loveland. Page 10 has been revised to reference Weld County. What are the uses on the rest of the 120 acre parcel? Are they use by right uses? What is the zoning? If this is not Ag zoned, use by right only, it must be included in the drainage design. See response to the second drainage question above. Please clarify the last sentence on page 11 — what does this mean? Page 8of9 The last sentence on page 11 has been removed. Weld County Department of Public Health and Environment: The Department of Public Health and Environment, in their referral dated 5/7/2018, indicated that the application has satisfied Chapter 24 of the Weld County Code regarding water and sewer service. The Department of Public Health and Environment has not been contacted further as there are no specific concerns or conditions to be addressed at this phase of the development. Colorado Geological Survey. The Colorado Geological Survey, in their referral dated 5/9/2018, stated that "CGS agrees with Soilogic's interpretation that the site does not contain economically recoverable sand. gravel. coal or metallic mineral resources. and that the site is not exposed to any known geologic hazards that would preclude the proposed commercial/industrial use and density. CGS therefore has no objection to approval of the PUD sketch plan application as submitted." CGS additionally indicated that according to available mine maps. the site is not undermined but that there may be unknown, unmapped mines in the area, and the site may in fact be undermined. CGS recommended a site -specific subsidence hazard investigation if any of the planned uses include movement -sensitive equipment or structures. This comment has been noted. CGS has not been contacted further as there are no specific concerns or conditions to be addressed at this phase of the development. Colorado Division of Water Resources: Included in this application is Central Weld County Water District's response to the April 24, 2018 Division of Water Resources referral response for PUDK18-0003. Central Weld County Water District: No referral comments from the Central Weld County Water District have been received for the PUD Sketch Plan application. Central Weld County Water District completed a water study for the development, results of which are included in this application. In addition to the referral agencies above. It is recommended that the applicant contact the referral agencies who did not respond as well. Specific concerns to be addressed include but are not limited to: 1. The entire property (121.16 acres) shall be included in the change of zone boundary. Please see the comment above regarding the proposed 2 -Lot Recorded Exemption. Page 9 of 9 In addition to the items listed above. Subsequent submittals associated with this proposed PUD must address all issues discussed above, as well as the questions and concerns of the following referral agencies. Should you have any questions or need further information, I may be reached at the above address, telephone number or e-mail address. Sincerely, Chris Gathman Planner III Enclosure: File: PUDK18-0003 AGPROfessionals •KI( l l l l !tl Planned Unit Development (PUD) Sketch Plan Questionnaire Prepared for the Timmerman First Subdivision 1. The general concept of the development, land uses, architectural style, character, zoning uses and all structures, including buildings, in the PUD. The subject property includes approximately 120 -acres located in the Southeast Quarter Section 13, Township 4 North, Range 65 West of the 6'r Principal Meridian, Weld County, Colorado, being Lot B of Recorded Exemption No. RECX15-0109. This proposal is to create four (4) commercial/industrial lots with an internal shared roadway on 20 -acres of the site located on the corner of Weld County Road (WCR) 44 and WCR 49. The lots will range in size from approximately 2.75 -acres to 6 -acres and will be made available for sale for commercial/industrial uses There is an existing residence located on proposed Lot 4 which is expected to be removed. Feedlot operations associated with the parcel west of the subject property will remain and will not be affected by this proposal. The Noble Energy tank battery located centrally to the proposed development is slated for removal and reclamation this spring. The remainder of the property consists of dryland pasture. 2. The approximate size and type of any common open space and semi-public uses, including parks, recreation areas, school sites and similar uses. PUD will consist of commercial/industrial lots. Due to the commercial and industrial nature of the PUD, there is no common open space, recreation areas, semi-public uses or school sites proposed. The proposed PUD is a non -urban scale development. The subject property is not located within the RUA or any IGA. The site is not adjacent to other PUDs, Subdivisions, municipal boundaries or urban growth corridors. The overall gross density of the proposed lots is greater than two and one-half acres. The proposed development will be compatible surrounding uses. 3. The approximate number and type of residential units, type of business, commercial and industrial buildings and structures, and the approximate number and size of any open storage areas if applicable. The types of businesses may be anything allowed in the PUD Zone District with commercial and industrial uses. It is anticipated that there will be commercial/industrial buildings on each lot. The number of buildings per lot will be determined by the end user and addressed specifically in the site plan review process. Architectural style will be in character with commercial and industrial uses throughout Weld County. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 • Greeley, CO 80634 office • 970.535.9318 / fax • 970.535.9854 / www.agpros.com Page 2of7 4. An estimate of the number of employees for the business, commercial and industrial uses, if applicable. The number of employees who will use the site is unknown at this time as the end uses are not known. 5. The source of public water or, if an exception for a residential PUD of nine (9) lots or fewer is granted by the Department of Planning Services, it shall adhere to Section 27-2-210. The public water system shall also incorporate a permanent supply plan with alternatives for renewable water sources to ensure water supply for the future. The Central Weld County Water District can provide water to the property, a Can Serve letter is included with this application. New taps are proposed for all four lots. 6. The type of sewer system, public or individual. If existing septic systems are on the site, a copy of the septic permits shall be included in the application materials. New septic systems are proposed to handle effluent flow 7. The vehicular circulation system of local, collector and arterial streets. The general statement and cross -sections should include: width and depth or roadways, type of surface, off-street parking areas, loading zones, major points of access to public rights -of -way and notation of proposed ownership of the circulation system, public or private. Design standards for streets are listed in Chapters 24 and 26 of this Code. County road classifications are listed in Chapter 22. An internal shared paved roadway is proposed. It will be constructed at the location of the existing gravel oil and gas access, AP15-00383, located on WCR 44 approximately 660 - feet west of WCR 49. This access plan will result in a zero (0) net gain to the number of accesses in the county. Roadway improvements will be designed to meet the requirements of Chapters 24 and 26 of the Weld County Code. The site is located in a rural location that does not have improvements such as travel lanes, bike lanes, medians, curb and gutter and sidewalks and these improvements are not proposed for the site. The road improvements will be consistent with the scale of the development and the requirements as determined by the traffic study. 8. A statement describing how the applicant intents to handle the stormwater drainage on the site. Stormwater runoff will be conveyed towards a detention pond that is designed to detain the 100 -year storm event and discharge at the 10 -year, historic rate. The site -specific development plans for the individual lots have not been established. However, a percentage of imperviousness of 80% for light industrial was assumed for the subdivision Page 3of7 9. The soils classification and description of the classification for the subject site. This information can be obtained from the Natural Resources Conservation Service or Soil Conservation District. Based upon the Geology Report completed by Soilogic dated March 2, 2018, near surface site soils consist primarily of low plasticity fine sandy loarns and loamy sands from the Vona series. See attached report. 10. An indication regarding if any unique natural features exist within the proposed PUD. There are no natural features of significance which would impact this development. 11. An indication regarding if any commercial mineral deposits and oil and gas facilities are located within the PUD. No economically recoverable coal or metallic mineral resources were identified in the Geology Report completed by Soilogic dated March 2, 2018. The Noble Energy tank battery located centrally to the proposed development is slated for removal and reclamation spring of 2018. Several oil and gas wells are located outside of the 20 -acre parcel slated for development. The proposed development is not expected to impede the recovery of economically recoverable oil and gas resources on the subject property. 12. An indication regarding if floodplain, geological hazard, airport overlay, RUA or intergovernmental agreement district areas are within the PUD boundaries and how the PUD will meet the applicable regulations regarding the overlay districts. The subject property is not located within any floodplain, geologic hazard area, RUA or intergovernmental agreement district areas. The site is located within an airport overlay district. No structure, tree or use of land is proposed which would obstruct the airspace required for, or is otherwise hazardous to, the flight of aircraft in landing or taking off at the airport. 13. A general landscaping plan for the PUD describing the general species, type, size and location of existing and proposed planting materials and amenities. The estimated percentage of landscaping areas in the PUD shall be included, along with the location of parks and common open space. No landscape plan will be developed as part of this proposal. Landscape treatments will be determined by individual property owners at the time of site plan review. 14. Initial impact plan addressing all impacts this use will have on the proposed site and surrounding land uses. A listing of potential impacts is cited in Section 27-6-30. Page 4 o 7 a. Environmental Impacts: The subject property is surrounded by agricultural, industrial. and oil and gas uses and is located adjacent to WCR 49. Impacts from noise. vibration, smoke, dust. odors, heat light and glare are expected to be minimal. 1. Noise and vibration The proposed site will adhere to maximum permissible noise and vibration levels allowed in the 1-3 (Industrial) Zone District. 2. Smoke, dust and odors The proposed PUD will maintain smoke, dust and odor levels below the maximum permissible levels allowed in the 1-3 (Industrial) Zone District The internal paved drive will aid in the mitigation of on -site dust. 3. Heat, light and glare Sources of light will be shielded so that light rays will not shine directly onto properties where such would cause a nuisance or interfere with the use of the adjacent properties. Neither the direct, nor reflected, light from any light source will create a traffic hazard to operators of motor vehicles on public or private streets. No colored light will be used which may be confused with, or construed as, traffic control devices. No activities which would generate an excessive amount of heat are expected 4. Visual/aesthetic impacts The proposed development will be low density and compatible with the surrounding area. Architectural style will be in character with industrial and commercial uses throughout Weld County. 5. Electrical interference Activities which produce electrical interference are not expected on the subject property. 6. Water pollution Stormwater runoff will be detained in a detention pond which is designed to discharge at the 10 -year historic rate. The subject property is not within a floodplain. 7. Wastewater disposal Individual Sewage Disposal Systems will handle effluent flow on the property Page 5of7 8. Wetland removal The subject property does not contain any wetlands which would be affected by the development. 9. Erosion and sedimentation Construction activities on -site may include the building of access roadways. new commercial/industrial buildings, associated outbuildings, stormwater conveyances and a detention pond and outlet structure. Best Management Practices will be used to control potential erosion during construction. The site will be designed and graded to create a detention pond that will release runoff at historical rates. Applicable Federal, State and local water quality regulations will be maintained including Colorado Discharge Permit System (CDPS) stormwater discharge permits and local grading permits. Erosion and sedimentation controls will be included in the grading permit applications. 10. Excavating, filing and grading During construction, Best Management Practices will be used to control impacts of excavating, filing and grading. Upon completion of construction, un-improved disturbed areas will be reclaimed. 11. Drilling, ditching and dredging Any on -site grading, drilling, ditching or dredging will be done according to applicable regulations and all required permits will be obtained. 12. Air pollution Applicable Federal, State and local air quality regulations will be maintained 13. Solid waste This development is expected to generate limited amounts of waste requiring disposal. These wastes will be comprised primarily of typical office and sanitary wastes. Property owners/operators will collect and contain trash in a covered dumpster which will be regularly removed by a local trash service. No solid waste is proposed for this site. If solid waste is proposed in the future, applicable permits, such as a Use by Special Review and Certificate of Designation, will be prepared for regulatory agency review. 14. Wildlife removal The subject property is currently dryland pasture and is not a prime wildlife area. It is anticipated that no wildlife will need to be removed. Page 6 of 7 15. Natural vegetation removal Currently the subject property contains an existing residence, oil and gas operations and dryland pasture. The proposed development is not expected to require the removal of a significant amount of natural vegetation. Upon completion of construction, un-improved areas will be reseeded with native grass if needed. 16. Radiation/radioactive material There are no known radioactive materials on the subject property. No activities that place radioactive materials on -site will be allowed. 17. Drinking water sources The Central Weld County Water District will provide water to the property, a Can Serve Letter is included with the application materials. A new tap is proposed for each lot. 18. Traffic impacts Travel routes and trip distribution will be almost entirely east on WCR 44, then 50% north and 50% south on WCR 49. Peak hour traffic volumes will be between the hours of 7:00 and 9:00 AM and again between 4:00 and 6:00 PM. The proposed PUD is anticipated to generate approximately 246 AM total peak hour trips and 270 PM total peak hour trips. An eastbound left -turn lane is required at the WCR 44/site access intersection and a westbound right -turn lane is required at the WCR 44/site access intersection. A Traffic Impact Study was conducted and is included with the application materials. 15. A service impact plan addressing all anticipated impacts this use will have on public and private service providers, including but not limited to schools, fire districts, law enforcement, ambulance and roadways. a. Schools There is no expected impact to the Weld County School District Valley RE -1 as no residential properties within the PUD are proposed. b. Law Enforcement The subject property is within the service area of the Weld County Sheriff's Department. c. Fire Protection The La Salle Fire Protection District will provide fire protection to the site Page 7 of 7 d. Ambulance The site is located within the La Salle Fire Protection District/Banner Health ambulance service area. e. Transportation Vehicular access to the subject property is proposed via a full -movement access point to WCR 44. All lots will share this internal paved drive. 16. A statement describing how the applicant intends to design adjacent roadways to meet the full typical section specified by the Department of Public Works and Chapter 24. Improvements may include the construction of travel lanes, shoulders, bike lanes, medians, curb, gutter and sidewalks, for example. Required improvements may also include the acquisition of right-of-way and construction easements that will be dedicated to the public. The improvements attributed to the development shall be consistent with the direct impact a particular development has on the County road system as determined by a professional transportation study. The road Improvements Agreement and roadway construction plans shall be considered by the Board of County Commissioners. Roadway improvements will be designed to meet the requirements of Chapters 24 and 26 of the Weld County Code. The site is located in a rural location that does not have improvements such as travel lanes, bike lanes, medians, curb and gutter and sidewalks and these improvements are not proposed for the site. The road improvements will be consistent with the scale of the development and the requirements as determined by the traffic study. 17. In lieu of the preservation of land for on -site common open space, and subject to the discretion of the Board of County Commissioners, the applicant may utilize the cash - in -lieu of common open space option outlined in Section 27-6-80 B.8 with terms defined in Article II. This option shall be outlined in the sketch plan application to the Department of Planning Services. The applicant is not requesting to utilize the cash -in -lieu of common open space option for this project as it is a nonurban scale development. The subject property is not located within the RUA or any IGA. The site is not adjacent to other PUDs, subdivisions, municipal boundaries or urban growth corridors. The overall gross density of the proposed lots is greater than two and one-half acres. The proposed development will be compatible surrounding uses. AGPROfessionals t,F t t (WI II\ <►1 \rRt+ SPECIFIC DEVELOPMENT GUIDE Planned Unit Development (PUD) Change of Zone Prepared for the Timmerman Industrial Park T3 Land & investment, LLC Introduction The subject property includes approximately 120 -acres located in the Southeast Quarter Section 13, Township 4 North, Range 65 West of the 6m Principal Meridian, Weld County. Colorado, being Lot B of Recorded Exemption No. RECX15-0109. This proposal is to create four commercial/industrial lots with an internal shared roadway on approximately 20 -acres of the 120 -acre parcel located on the northwest corner of Weld County Road (WCR) 44 and WCR 49. A Recorded Exemption has been submitted and is expected to run in conjunction with this Planned Unit Development (PUD) request to create the 20 -acre site. The PUD lots will range in size from approximately 2 -acres to 4.5 -acres and will be made available for sale for commercial/industrial uses. The Change of Zone is from the A (Agricultural) Zone District to the PUD (Planned Unit Development) Zone District with C-3 (Business Commercial), C-4 (Highway Commercial). I-1 (Industrial), 1-2 (Industrial) and 1-3 (Industrial) uses. There is an existing residence located on proposed Lot 4 which is expected to be removed. Feedlot operations associated with the parcel west of the subject property will remain and are not expected to be affected by this proposal. The Noble Energy tank battery located centrally to the proposed development has been removed. The remainder of the property consists of dryland pasture. Due to the commercial and industrial nature of the PUD, there are no common open space, recreation areas. semi-public uses or school sites proposed. The proposed development will be compatible with surrounding uses. The Weld County Planning Department has determined that the proposal is not considered a Non -Urban Scale or Urban Scale Development as delineated in Sections 27-2-140 and 27-2- 190 of the Weld County Code as the subject property is not located within the RUA or any IGA, the site is not adjacent to other PUDs, subdivisions or municipal boundaries, and the overall gross density of the proposed lots is greater than two and one-half acres. The following Specific Development Guide has been prepared in accordance with Article VI of Chapter 27, Weld County Code. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67`h Avenue, Suite 200 0 Greeley, CO 80634 970.535.9318 / office 0 970.535.9854 / 0 www.atkpros.corn Page 2 of 9 Component One — Environmental Impacts The subject property is surrounded by agricultural, industrial, and oil and gas uses and is located adjacent to WCR 49. Impacts from noise, vibration, smoke, dust. odors, heat, light and glare are expected to be minimal. 1. Noise and vibration The proposed site will adhere to maximum permissible noise and vibration levels as described in Section 14-9-40 of the Weld County Code. 2. Smoke, dust and odors The proposed PUD will maintain smoke, dust and odor levels below the maximum permissible levels as described in Section 14 of the Weld County Code. The internal paved drive will aid in the mitigation of on -site dust. 3. Heat, light and glare Sources of light will be shielded so that light rays will not shine directly onto properties where such would cause a nuisance or interfere with the use of the adjacent properties. Neither the direct, nor reflected, light from any light source will create a traffic hazard to operators of motor vehicles on public or private streets. No colored light will be used which may be confused with, or construed as, traffic control devices. No activities which would generate an excessive amount of heat are expected 4. Visual/aesthetic impacts The proposed development will be compatible with the surrounding area. Architectural style will be in character with industrial and commercial uses throughout Weld County. 5. Electrical interference Activities which produce electrical interference are not expected on the subject property. 6. Water pollution A detention pond is proposed on the northern edge of the subdivision. Runoff should generally sheet flow towards the proposed pond. The pond is designed to detain the 100 - year storm event and release at the 10 -year historic rate. The site should not significantly alter the historic drainage pattern. The subject property is not within a floodplain. 7. Wastewater disposal Individual Sewage Disposal Systems will handle effluent flow on the property Page 3 of 9 8. Wetland removal The subject property does not contain any wetlands which would be affected by the development. 9. Erosion and sedimentation Construction activities on -site may include the building of access roadways, new commercial/industrial buildings, associated outbuildings, stormwater conveyances and a detention pond and outlet structure. Best Management Practices will be used to control potential erosion during construction. The site will be designed and graded to create a detention pond that will release runoff at historical rates. Applicable Federal, State and local water quality regulations will be maintained including Colorado Discharge Permit System (CDPS) stormwater discharge permits and local grading permits. Erosion and sedimentation controls will be included in the grading permit applications. 10. Excavating, filing and grading During construction, Best Management Practices will be used to control impacts of excavating, filing and grading. Upon completion of construction, un-improved disturbed areas will be reclaimed. 11. Drilling, ditching and dredging Any on -site grading, drilling, ditching or dredging will be done according to applicable regulations and required permits will be obtained. 12. Air pollution Applicable Federal, State and local air quality regulations will be maintained. 13. Solid waste This development is expected to generate limited amounts of waste requiring disposal. These wastes will be comprised primarily of typical office and sanitary wastes. Property ownersioperators will collect and contain trash in a covered dumpster which will be regularly removed by a local trash service. No solid waste is proposed for this site. If solid waste is proposed in the future, applicable permits, such as a Use by Special Review and Certificate of Designation, will be prepared for regulatory agency review. 14. Wildlife removal The subject property is currently dryland pasture and is not a prime wildlife area. It is anticipated that no wildlife will need to be removed. Pagc 4 of 9 15. Natural vegetation removal Currently the subject property contains an existing residence, oil and gas operations and dryland pasture. The proposed development is not expected to require the removal of a significant amount of natural vegetation. Upon completion of construction, un-improved areas will be reseeded with native grass if needed. 16. Radiation/radioactive material There are no known radioactive materials on the subject property. No activities that place radioactive materials on -site will be allowed. 17. Drinking water sources The Central Weld County Water District will provide water to the property. A water study has been completed for the development, the results of which are included with the application materials. A new tap is proposed for each lot. 18. Traffic Impacts Travel routes and trip distribution will be almost entirely east on WCR 44, then 50% north and 50% south on WCR 49. Peak hour traffic volumes will be between the hours of 7:00 and 9:00 AM and again between 4:00 and 6:00 PM. The proposed PUD is anticipated to generate approximately 246 AM total peak hour trips and 270 PM total peak hour trips. An eastbound left -turn lane is required at the WCR 44/site access intersection and a westbound right -turn lane is required at the WCR 44/site access intersection. A Traffic Impact Study (TIS) was conducted and is included with the application materials. Component Two — Service Provision Impacts 1. Schools There is no expected impact to the Weld County School District Valley RE -1 as no residential properties within the PUD are proposed. 2. Law Enforcement The subject property is within the service area of the Weld County Sheriff's Office. 3. Fire Protection The La Salle Fire Protection District will provide fire protection to the site. Page 5 or 9 4. Ambulance The site is located within the La Salle Fire Protection District/Banner Health ambulance service area. 5. Transportation Vehicular access to the subject property is proposed via a full -movement access point to WCR 44. All lots will share this internal drive. A southbound left -turn lane and southbound right -turn lane will be provided at the WCR 44/site access intersection. The proposed access meets the access spacing criteria as outlined in Weld County Code Section 12, Appendix 12.A.3. Table 12A-2 WCR 44 is a paved road and is designated on the Weld County Functional Classification Map as an arterial road. The minimum access spacing requirement between an access and an intersection on an arterial road is 660 - feet. The existing access located approximately 625 -feet west of WCR 49 will be closed and relocated a minimum of 660 -feet west of WCR 49. This will result is a zero (0) net gain to the number of accesses in the county. The proposed access meets Section 27-2-20. Access Standards: 'All PUD developments will be served by an internally paved road system according to County standards.' 6. Traffic A formal TIS was prepared for this proposal. The proposed PUD will be able to successfully meet Weld County requirements with the street improvements recommended by the TIS. An eastbound left -turn lane is required at the WCR 44/site access intersection and a westbound right -turn lane is required at the WCR 44/site access intersection. Public Works is requiring auxiliary lane lengths two -to -three times greater than recommended in the TIS. A formal variance request to allow the turn -lane geometry recommended in the TIS is included with the PUD Change of Zone application Roadway improvements will be designed to meet the applicable requirements of Chapters 24 and 26 of the Weld County Code. The site is located in a rural location that does not have improvements such as travel lanes, bike lanes, medians, curb and gutter and sidewalks and these improvements are not proposed for the site. The road improvements will be consistent with the scale of the development and the requirements as determined by the TIS. 7. Storm Drainage Stormwater runoff will be conveyed towards a detention pond that is designed to detain the 100 -year storm event and discharge at the 10 -year, historic rate. A Drainage Report is included with this application. 8. Utility Provisions The property will be served by Poudre Valley REA. Propane is proposed for each lot. Page 6 of 9 9. Water Provisions The Central Weld County Water District will provide water to the property. A water study has been completed for the development, the results of which are included with the application materials. A new tap is proposed for each lot. 10. Sewage Disposal Provisions New septic systems are proposed for Lots 1 through 4. 11. Structural Road Improvements Plan Roadway improvements will be designed to meet the applicable requirements of Chapters 24 and 26 of the Weld County Code. The site is located in a rural location that does not have improvements such as travel lanes, bike lanes, medians, curb and gutter and sidewalks and these improvements are not proposed for the site. The road improvements will be consistent with the scale of the development and the requirements as determined by the TIS. Component Three — Landscaping Elements No landscape plan will be developed as part of this proposal. Landscape treatments will be determined for individual lots at the time of site plan review. Component Four — Site Design 1. Unique Features: The PUD is proposed on approximately 20 -acres of the 120 -acre parcel. As the PUD process would require the inclusion of the remaining 100 -acres as an Outlot, a 2 -Lot Recorded Exemption is proposed. The subject property is described as Lot B of Recorded Exemption No. RECX15-0109, recorded November 19, 2015. A waiver request for the five-year requirement listed under Section 24-8-40.M. is included with the Recorded Exemption application. If approved by the Board of County Commissioners, waiver of this requirement will avoid the unnecessary encumbrance of 100 -acres of valuable farmland and preserve it for agricultural use. There is an existing residence located on proposed Lot 4 which is expected to be removed. The Noble Energy tank battery located centrally to the proposed development has been removed. Several oil and gas wells are located outside of the 20 -acre parcel slated for development. The proposed development is not expected to impede the recovery of economically recoverable oil and gas resources on the subject property. Based upon the Geology Report completed by Soilogic dated March 2, 2018, near surface site soils consist primarily of low plasticity fine sandy loams and loamy sands Page 7 of 9 from the Vona series. No economically recoverable coal or metallic mineral resources were identified. The Geology Report is included with this application. 2. Consistency with Chapter 22: The proposal is in conformance with the Comprehensive Plan, Chapter 22 of the Weld County code as follows: Section 22-1-110.F. - The Planned Unit Development Plan in Chapter 27 is a subdivision mechanism used that provides greater flexibility than the Subdivision Ordinance, Chapter 24. Section 22-2-80 - Industrial development Goals and Policies. A. 1. Goal 1. 1. 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. A. I. Goal 1. 1. Policy 1.3 - Encourage industrial development by improving major transportation corridors. Section 22-2-100 — Commercial development Goals and Policies. A. C. Goal 1. 1. Policy 1.1. — Ensure that adequate levels of services and facilities are currently available or reasonably obtainable. The proposed development will utilize the Planned Unit Development process to allow both commercial and industrial uses. The stated goal of the County Comprehensive Plan is to encourage and promote industrial and commercial development where adequate services are currently available or reasonably obtainable. This proposal is in an area that can support this development. The subject property is located on WCR 49 and WCR 44, both of which are paved arterials. The Weld County Road 49 Corridor, known as the Weld County Parkway, is a four -lane concrete road. The roadways are adequate in functional classification, width and structural capacity to meet the traffic requirements of the proposed PUD Zone District. Additional roadway improvements will be constructed where necessary as discussed above. The project will be served the Central Weld County Water District, as discussed above. The proposed use of septic systems is in compliance with county standards. Industrial and commercial uses are of benefit to the County along busy roadways where services are needed. 3. Zone District Compatibility: This proposal is compatible with the intent of the PUD (Planned Unit Development) Zone District Page; 8 of 9 Section 23-3-500. - PUD Zone District Intent. The PUD (Planned Unit Development) District is intended to allow an alternative means for property owners to apply flexibility in developing their land which may not be possible under the normal application of this Chapter and Chapter 24 of this Code. The PUD District is not intended to be used to circumvent or distort the policies and objectives of this Chapter and Chapters 22 and 24 of this Code. The objectives of the PUD District are to: encourage flexibility and variety in the Development of land to promote its most appropriate use; improve the design, character and quality of new Development: facilitate the adequate and economical provision of public and private services: preserve the natural and scenic features of the Development area; encourage an integrated planning approach; and ensure compatibility with Chapters 22 and 24 of this Code. The subject property's location on the WCR 49 Corridor and WCR 44 is an ideal location for the proposed uses. The PUD process allows flexibility to provide industrial and commercial uses of benefit to the County along busy roadways where services are needed and where they would be expected to develop. The proposal is also compatible with surrounding land uses. As stated above, the subject property is located along two major thoroughfares, WCR 49 and WCR 44. A commercial feedlot owned and operated by T3 Land & Investment, LLC is directly west of the subject property. USR17-0023 has been approved on the property to the east for Mineral Resource Development, Oil and Gas Support and Service including oil and gas processing facilities and related equipment, including, but not limited to, compressors associated with gas processing or which compress gas to enter a pipeline for transport to market and one (1) one hundred foot in height communications tower. There are also existing commercial compost facilities in the vicinity. 4. Flood Hazard, Geologic Hazard or Airport Overlay District: The subject property is not within any floodplain or geologic hazard area. The site is located within the Greeley -Weld County Airport overlay district. No structure, tree or use of land is proposed which would obstruct the airspace required for. or is otherwise hazardous to, the flight of aircraft in landing or taking off at the airport. Component Five — Common Open Space Usage No common open space is required as this PUD is for commercial and industrial (non- residential) uses. The subject property is not located within the RUA or any IGA. The site is not adjacent to other PUDs, subdivisions, municipal boundaries or urban growth corridors. The proposed PUD is less than nine lots and the overall gross density of the lots is greater than 2.5 -acres The proposed development will be compatible surrounding uses. Page 9 of 9 Component Six - Proposed Signage No signage for the Timmerman PUD is anticipated at this time. If signage is proposed in the future it shall adhere to Weld County Code and permit requirements. Component Seven - RUA Impacts The subject property is not located within a Regional Urbanizing Area as defined by the Weld County Code. Component Eight - Intergovernmental Agreement Impacts The subject property is not located within any Intergovernmental Agreement Impact areas. Case Name Timmerman First Subdivision Case Number. PUDK18-0003 Date: 8-10-2018 Items not included with the Preliminary Drainage Report will be included with the Final Drainage Report Weld County Public Works Change of Zone Drainage Report Outline The following checklist is to be utilized as guidance, and may not be all inclusive. Other concerns not included in this checklist may arise during the review process. NOTE: A HARDCOPY OF THE DRAINAGE REPORT AND CONSTRUCTION DRAWINGS MUST BE SUBMITTED TO PUBLIC WORKS FOR REVIEW. Comment Headings Included In N/A All reports shall be typed on 8-1/2" x 11" paper and bound. Drawings (24" x 36") shall be included. The drawings shall be bound within the report or included within a pocket attached inside the back cover of the report. The report shall be a stand-alone document and therefore all Important reference material, supporting documents, and calculations shall be copied and included within the report appendix. The report shall include a cover letter presenting the drainage design for review and shall be prepared or supervised by an engineer licensed in Colorado. Only original documents sealed in ink will be accepted. The sealed report shall contain a certification sheet as follows: "I hereby certify that this report for the preliminary drainage design of (Insert Name of Project) was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof." The Drainage Report is stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. All submitted construction plan sheets are stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. The following items at a minimum should be discussed in the Drainage Report narrative and should be supported with maps and calculations in the Appendix. Include a copy of this checklist with the Drainage Report submittal. I. General Location and Description A. Location 1. Township, Range, Section, '/-Section V 1 2. Local streets within and adjacent to the development. • 3 Major open channels, lakes, streams, irrigation and other water resource facilities within and adjacent to proposed project site. V 4. Names of surrounding developments including jurisdiction (municipalities). B. Description of Property 1. Area in acres. V 2. Ground cover and soil types. 3. Major open channels and property ownership. ✓ . 4. General project description. Nar 5 Existing irrigation facilities and facility ownership information within 200 ft. of property. Page 1 of 5 M:\Clay\Code ordinances\Change of Zone Drainage Report Checklist.docx Case Name. Case Number: Date: 6. Groundwater characteristics (where applicable). ✓ II. Drainage Basins and Sub -Basins A. Major Basin Description 1. Reference to Weld County Master Drainage Plan(s) where applicable. V 2. Major basin drainage characteristics 3 Identification of all FEMA-defined 100 -year floodplains and floodways affecting the property. ✓ B. Sub -Basin Description 1 Historic drainage patterns on the subject property and adjacent properties. V , 2. Off -site drainage flow patterns and impacts on the subject property (minimum 200 ft outside property boundary, or until no further off -site contributing flow area is encountered). I III. Drainage Design Criteria A. Regulations 1 Discussion of the optional criteria selected or the deviation from the Weld County Storm Drainage Criteria, if any. ✓ B. Development Criteria Reference and Constraints 1 Discussion of previous drainage studies (i.e. project master plans) for the subject property that influence or are influenced by the proposed drainage design for the site. V 2. Discussion of site constraints such as slopes, streets, utilities, existing structures, irrigation ditches, and the site plan impacts on the proposed drainage plan. ✓ C. Hydrological Criteria 1 Identify design rainfall amounts and source of design storm depth information, NOAA Atlas, UD&FCD maps, etc. V 2 Identify design storm recurrence intervals. Reference the appropriate information in the Appendix. ✓ 3 Identify runoff calculation method(s) and any computer models. Include summaries of the routing and accumulation of flows at all identified design points for minor and major storm runoff. Reference the results in the Appendix. V 4 Identify detention discharge and storage calculation methods and computer models. Reference the results in the Appendix. V 5. Discussion and justification of other criteria or calculation methods used that are not presented or referenced by the Weld County Storm Drainage Criteria. V D. Hydraulic Criteria 1 Identify conveyance capacities from County references and any computer models. 2. Identify detention outlet type. V 3. Identify check/drop structures criteria used. V Page 2 of 5 M:1CIaylCode Ordinances\Change of Zone Drainage Report Checklist.docx Case Name. Case Number Date: 4 Discussion and justification of criteria or calculation methods used that are not presented in Weld County Storm Drainage Criteria. IV. Drainage Facility Design A. General Concept 1. Discussion of concept and typical historical drainage patterns. ✓ 2 Discussion of compliance with off -site runoff considerations and constraints. � 3 Discussion of the content of all tables, charts, figures, or drawings in the report. 4 Discussion of anticipated hydraulic structures (channels, pipes, rundowns, etc.). V B. Specific Details 1. Discussion of compliance with drainage criteria (street, inlet, pipe capacities, etc.) V 2 Discussion of drainage problems encountered and solutions at specific design points. V 3. Discussion of detention storage and outlet design. 4 Discussion of maintenance access and aspects of the design. 2. Provide copies of Draft CDPHE, CAFO, DRMS, or State Engineer's permit applications where applicable. V. Conclusions A. Compliance with the Weld County CODE 1. Statement of whether or not the design will meet Weld County Code. B. Drainage concept 1. Effectiveness of drainage design to control damage from storm runoff. 2. Influence of proposed development on any applicable Weld County Master Drainage Plan recommendations. 3 Identification of and intent to obtain written approval of affected irrigation company or other property owner(s). Weld County may require that the applicant provide evidence that offsite impacted jurisdictions have been notified of the proposed plans. , V 4. Reference all criteria and technical resources utilized. The Appendices should include at a minimum the following information. The Drainage Report should be a standalone document and needs to include copies of all pertinent references used in the generation of the Drainage Report. VI. Appendices A. Hydrologic Computations 1 Vicinity Map showing location of the site in relation to surrounding area. Show the approximate boundaries of the site. � 2 FIRMette showing location of the site in relation to the FEMA mapped floodplainsifloodways. Show the approximate boundaries of the site. V 3 Soil Survey Information/Map showing soil types and soil hydrologic groups for the project site. Page 3 of 5 M:1CIay\Code Ordinances‘Change of Zone Drainage Report Checklist.docx Case Name: Case Number Date: 4 Rainfall Maps with the project location identified. Maps can be from UDFCD or NOAA as applicable. 5. Land use assumptions regarding adjacent properties. V 6 Initial and major storm runoff computations at specific design points. (5- yr, 10-yr, and 100-yr) 7. Historic and fully developed runoff computations at specific design points. V 8 Computer model input and output. Include model files and/orV spreadsheets on a CD-ROM to be attached to the Drainage Report. B. Hydraulic Computations 1. Preliminary culvert sizing. � 2. Preliminary storm sewer and storm inlet sizing. Include the street capacity evaluations. 3 Preliminary swale or channel sizing. The calculations need to showV stability calculations for unvegetated and vegetated conditions. 4 Preliminary riprap or other revetment design. The calculations need to include design for bedding and geo-fabric. 5. Preliminary pond area/volume capacity and outlet sizing. Show calculations for the 100 -year water surface elevations and overflow facilities. 6. Preliminary check dam and/or drop structure sizing. i i 7. Changes to calculation methods. If applicant/ design engineer modifies any portion of the UDFCD spreadsheets used for hydrologic or hydraulic calculations, the applicant/design engineer shall identify all changes to calculation assumptions or computer programs as to the type of change and specific factors that were modified. 8' Any computer model input and output. Include model files and/or spreadsheets on a CD-ROM to be attached to the Drainage Report. C. 24 x 36 Maps 1 A General Location (Vicinity) Map shall be provided at a scale of 1"=2,000' or larger in sufficient detail to identify upstream off -site drainage areas flowing into the proposed development and general drainage patterns. 2. Drainage Plan of the proposed development shall be provided at a scale of 1"=100' or 1"=200' on a 24"x36" drawing. The plan shall show the following information: 2a Existing contours at a 2 -ft maximum interval. Contours must extend at least 200 feet from all project boundaries or further if necessary to show upstream and downstream drainage relationships that impact the proposed development. The plans and report shall describe the horizontal and vertical datum (NGVD-29, NAVD-88, NAD83, etc) used on the plans and reconcile the differences where necessary. 2b Property lines, existing and proposed lot lines, and existing and proposed easements. V 2c. Streets with names. 2d Existing drainage facilities, pipes, structures, irrigation facilities, and sizes. 2e. Overall drainage area boundary and sub -area boundaries.V 2f. Proposed contours and flow directions using arrows. 2g. Location of proposed storm sewers, swales, open channels, culverts, detention ponds, and other appurtenances. Page 4 of 5 M:1CIay1Code Ordinances1Change of Zone Drainage Report Cheddist.docx Case Name. Case Number Date. 2h. Proposed outfall point(s) for runoff from the development area and facilities to convey flows to the final outfall point without damage to downstream properties. 2i Locations and elevations of all defined 100 -year floodplains and floodways affecting the property. V _ 2j. Location and types of proposed permanent erosion control features. 3. Historic Drainage Basin Map. Show drainage basin boundaries (on -site and off -site), 2 ft on -site and off -site drainage boundaries, design points, historic flow path, flow 3ath length, and flow path slope. 4 Fully Developed Drainage Basin Map. Show drainage basin boundaries (on -site and off -site), 2 ft on -site and off -site drainage boundaries, design points, developed flow path, flow path length, and flow path slope. Show drainage easement including metes and bounds description around all drainage related features. Show any other drainage easements that may exist on the project site. Page 5 of 5 M:ICIay\Code Ordinances\Change of Zone Drainage Report Checklist.docx Preliminary Drainage Report For Timmerman First Subdivision PUDK 18-0003 Change of Zone Part of the SE '/4 of Section 13, Township 4N, Range 65W of the 6t" P.M. AGPROfessionals DEVELOPERS OF AGRIC:UL1 URE AGPROfessionals 3050 67th Avenue, Suite 200 Greeley, CO 80634 (970) 535-9318 3/30/2018 Revised 8/10/2018 Timmerman First Subdivision Table of Contents Certifications 3 Weld County Certification of Compliance 4 General Site Information 5 1. Location 5 2. Description of Property 5 Drainage Basin and Sub -Basins 6 1. Major Basin Description 6 2. Sub -Basin Description 6 Drainage Design Criteria 7 1. Development Criteria 7 2. Hydrological Criteria 7 3. Hydraulic Criteria 7 Drainage Facility Design 9 1. General Concept 9 2. Specific Details 9 Conclusions 1 1 1. Compliance with Weld County Code l 1 2. Drainage Concept 1 1 List of References 12 Appendices ii • Timmerman First Subdivision Certifications I hereby certify that this report for the preliminary drainage design of the Timmerman First Subdivision was prepared under my direct supervision in accordance with the provisions of Weld County storm drainage criteria for the owners thereof. LI r g.),A S Chad TeVelde, P.E. AGPROfessionals, LLC icavicJ Mary Carbon, EIT 8/10/2018 Preliminary Drainage Report Page 3 of 12 AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 ' 970-535-9318 * cww ajznros.com CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA 1 Chad TeVelde , Consultant Engineer for T3 Land and Investment, LLC ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of COZ Application ("Application") for the property described in the attached Exhibit "A." I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a gua Eft arranty either expressed or LlGet '1�l implied. (Engineer's Stamp) (y M\ 6 • • • • • X11 Engineer of Record Signature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee: Planning Director Name Signature Date of approval 1/13/15 'Timmerman First Subdivision General Site Information 1. Location The proposed site is located in part of the Southeast 'A of Section 13, Township 4 North, Range 65 West of the 6'h PM. The proposed site is bordered on the south by Weld County Road (WCR) 44 and on the east by WCR 49. The nearest road to the north is WCR 46 and to the west is WCR 47. No other major roadways are located within or adjacent to the property (see vicinity map in Appendix A). The nearest development is the Town of LaSalle. 2. Description of Property The applicant is proposing to develop approximately 16.4 acres of the 17.77 -acre, proposed Lot A. Only 16.4 acres of the area draining to the pond was included in the drainage boundary. The site currently consists of primarily agricultural farm land with a residential dwelling and outbuildings. The property has existing oil and gas structures that are proposed to be removed. There are two different types of soil: Nelson fine sandy loam (3% to 9% slopes) and Vona Loamy sand (0% to 5% slopes). The majority of the soil is well drained, hydrologic soil group A (see USDA-NRCS soil report in Appendix A). T3 Land and Investment, LLC is the owner of the parcel being subdivided and, therefore, owns the downstream property to the west and northwest of the proposed site. Tri-State Generation and Transmission Association is the owner of the property to the north which is partially downstream of the proposed site. DCP Midstream LP owns the parcel east and the City of Broomfield owns the parcel south of the site, which are both up gradient from the proposed property and are separated by county roads. There are no major open channels within or adjacent to the proposed property. This project is proposing an industrial, four -lot, minor subdivision on land that has previously been used as agricultural farm land. 8/10/2018 Preliminary Drainage Report Page 5 of 12 AGPROfessionals, 3050 67"' Avenue, Suite 200, Greeley CO 80634 • 970-535-9318 * ‘‘‘sw agprus.com Timmerman First Subdivision Drainage Basin and Sub -Basins 1. Major Basin Description The proposed site is located in rural Weld County and is surrounded by undeveloped, agricultural land. The site is non -urbanizing. A Master Plan for the site area is not currently available. The proposed site was only considered as one major basin for this drainage report. Only the area of the subdivision was used in the detention calculation. I listorically, the basin drainage flows predominantly towards the north, northwest direction and ultimately flows towards the South Plane River. The site has a relatively flat topography with slopes from zero to nine percent predominately towards the northwestern corner of the property. Contours of the project location and the surrounding properties arc shown on the United States Geological Survey (USGS) topographic map in Appendix A. A Federal Emergency Management Administration (FEMA) map of the project is included in Appendix A. The proposed site is located within FEMA panel 08123C 1775E and is not currently located within a 100 -year floodplain. Potential off -site flows from the south are intercepted by WCR 44. Potential offsite flows from the east are intercepted by WCR 49. Stormwater runoff from the west should continue to flow west, away from the site. Stormwater runoff from the north should continue to flow northwest, away from the site. Therefore, an increase in runoff is not expected. 2. Sub -Basin Description The site was evaluated as one basin, with stormwater runoff being directed to the proposed detention pond on the northern edge of the subdivision. 8/10/2018 Preliminary Drainage Report Page 6 of 12 AGPROfessionals, 3050 674 Avenue, Suite 200, Greeley CO 80634 • 970-535-9318 * wwu.agpros.Costq Timmerman First Subdivision Drainage Design Criteria 1. Development Criteria This proposed drainage design was developed using the criteria set forth in the Urban Drainage and Flood Control District (UDFCD) Volumes 1, 2 and 3 and the Weld County Engineering and Construction Guidelines (WCECG). 2. Hydrological Criteria From the NOAA Atlas 14 LaSalle precipitation station, the estimated rainfall from the 10 -year, 1 -hour precipitation is 1.41 inches and the 100 -year, 1 -hour precipitation is 2.70 inches (see NOAA Atlas 14 Rainfall Maps in Appendix A). These values were used for runoff calculations and to estimate the required detention volume. Percentage of imperviousness was determined using the recommended values from UDFCD Table 6-3. A percentage of imperviousness of two percent was used for the historic site. The overall percentage of imperviousness for the proposed site was conservatively estimated to be 80 percent assuming light industrial for each lot (see percentage of imperviousness calculation Appendix A). Using these design storms and the UDFCD Detention Basin Volume Estimating spreadsheet, the historic and proposed peak runoff flowrates and detention volume were estimated for the basin (see Table 1). Peak runoff flowrates for the proposed site were calculated with the Modified FAA method using the time of concentration, runoff coefficients, and the precipitation depths from the UDFCD spreadsheet (see UDFCD Runoff Calculations in Appendix A). Table 1: Peak Runoff Flowrates Peak Runoff 10 Year Peak Flowrate (cfs) 100 Year Peak Flowrate (cfs) Historic 3.64 21.57 Proposed 32.20 67.82 cfs = cubic feet per second 3. Hydraulic Criteria The 10 -year historic release rate was determined using the area of the proposed subdivision and an estimated two percent historic imperviousness (see Historic Release Rate calculation in Appendix B). The volume required was calculated to be 2.9 acre-feet and the release rate was calculated to be 3.64 cubic feet per second. The required detention volume was calculated using the Modified FAA method from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD Detention Volume calculation in Appendix B). The proposed detention ponds will be designed to contain a 8/10/2018 Preliminary Drainage Report Page 7 of 12 AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 • 970-535-9318 • %Aty agpros corn Timmerman First Subdivision minimum volume of 2.9 acre-feet at the 100 -year water surface elevation with an additional 1 feet of freeboard. A spillway will be proposed on the detention pond that will be designed to release the 100 -year storm event. The spillway crest will be at or above the invert of the freeboard elevation and the depth of the flow should be less than six inches. Calculations for the spillway and stage storage for the pond will be included in Appendix B in the Final Drainage Report. Grass lined channels may be proposed on the site to convey stormwater runoff towards the detention ponds. The drainage channels will be sized using the 100 -year, 1 -hour design storm peak flowrate per the WCECG. A Manning's n of 0.035 will be used in calculations for a grass lined channel per the WCECG. The channels will have 4:1 side slopes and will be designed with one foot of freeboard for the 100 -year, I -hour storm event. The Froude numbers for the channels will be less than the maximum of 0.8 from WCECG. Calculations for the channel capacities will be included in Appendix B in the Final Drainage Report. Culverts may also be proposed to convey stormwater on the site. Culverts will be sized to convey the 10 -year, l -hour design storm per the WCECG using the UDFCD Culvert spreadsheet. A Manning's n of 0.013 will be used in calculations fora concrete pipe per the WCECG. Minimum slopes of 0.3% will be used in the design and rip rap sizes will be determined using the UDFCD Culvert spreadsheet. Calculations for the culvert capacity and rip rap sizing will be included in Appendix B in the Final Drainage Report. The headwater to diameter ratio will be less than one for the 10 -year design storm for each culvert. 8/10/2018 Preliminary Drainage Report Page 8 of 12 AGPROfessionals, 3050 67'' Avenue, Suite 200, Greeley CO 80634 • 970-535-9318 * %. w,aigprgs,CUm Timmerman First Subdivision Drainage Facility Design 1. General Concept A detention pond is proposed on the northern edge of the subdivision. Runoff should generally sheet flow towards the proposed pond. The pond is designed to detain the 100 - year storm event and release at the 10 -year historic rate. The site should not significantly alter the historic drainage pattern. A general drainage map and site drainage plan map are shown in Appendix C. Grading and erosion control plans will be included in the Final Drainage Report. 2. Specific Details Maintenance access will be located on the south edge of the pond. A. Scheduled Maintenance of Proposed and Existing Facilities Scheduled maintenance will occur during daylight, week day hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and area around the pond on a monthly basis during the growing season and as needed during the cooler months. • The outfall structure from the pond and other areas will be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris will be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash will be removed from around the pond to prevent entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance need. B. Periodic or Non -Scheduled Maintenance of Existing Facility Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structure should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reached a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release off site. 8/10/2018 Preliminary Drainage Report Page 9 of 12 AGPROfessionals, 3050 67' Avenue, Suite 200, Greeley CO 80634 * 970-535-9318 • %%%%'% agnrus.rum Timmerman First Subdivision • Stabilization or re -grading of side slopes may be required periodically or after excessive rain events. Any disturbance of slopes should be reseeded or may require installation of erosion control materials until seeding can reestablish adequate grasses to prevent future erosion. • Any other maintenance or repairs which would minimize other maintenance to the pond or outfall structure. If the pond is significantly impaired such that the pond is incapable of properly functioning to meet the Weld County stormwater discharge requirements, the owner should assess the corrective action needed and have the water quality facility restored by properly trained personnel. 8/10/2018 Preliminary Drainage Report Page 10 of 12 AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 * 970-535-9318 ' s.N% agpros um) Timmerman First Subdivision Conclusions 1. Compliance with Weld County Code The drainage design of the Timmerman First Subdivision is consistent with the Weld County Engineering and Construction Guidelines and the Weld County Code. A detention pond is proposed to provide storage for stormwater. 2. Drainage Concept Historical flow patterns and run-off amounts should be maintained in such a manner that should reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm event. The drainage design included in this report should be effective in controlling damage from storm runoff by detaining the 100 -year, 1 -hour storm event and releasing at the 10 - year historic rate. No irrigation companies or property owners should be affected by the proposed development. 8/10/2018 Preliminary Drainage Report Page l l of 12 AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 • 970-535-9318 * %'11% '1% agptrs Quin Timmerman First Subdivision List of References Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA Flood Map Service Center. FEMA, 20 Jan. 2016. Web. 28 Mar. 2018. <https://msc.fema.gov/portal>. United States Department of Agriculture - Natural Resources Conservation Service. "Web Soil Survey." Web Soil Survey. USDA - NRCS, 2006. Web. 28 Mar. 2018. <http://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx>. Urban Drainage and Flood Control District. Detention Basin Volume Estimating Workbook. Computer software. Software. Vers. 2.34. <http://udfcd.org/software>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 1." USDCM: Volume I Management, Hydrology and Hydraulics. UDFCD, Mar. 2017. Web. 28 Mar. 2018. <http://udfcd.org/volume-one>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 2." USDCM: Volume 2 Structures, Storage and Recreation. UDFCD, Sep. 2017. Web. 28 Mar. 2018. <http://udfcd.org/volume-one>. United States Geological Survey. "Maps." Overview - Maps, United States Geological Survey. USGS, 2016. Web. 28 Mar. 2018, <www.usgs.gov/products/maps/topo-maps>. Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld County, 19 Dec. 2017. Web. 28 Mar. 2018. <https://www.co.weld.co.us/maps l /propertyportal/?acct=P 1779500>. Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld County Engineering, July 2017. Web. 28 Mar. 2018. <www.weldgov.com/UserFiles/Servers/Server_6/File/Departments/Public%20Works/En gineering/WCECG%20%208-3-17.pdf.> 8/10/2018 Preliminary. Drainage Report Page 12 of 12 AGPRUfessionals, 3050 67`'' Avenue, Suite 200, Greeley CO 80634 • 970-535-9318 * *-ww.at,com Timmerman First Subdivision Appendices A. Hydrologic Computations A.1. Vicinity Map A.2. USDA-NRCS Soil Report A.3. USGS Topographic Map A.4. FEMA FIRMette Map A.5. NOAA Atlas 14 Rainfall Maps A.6. Percentage of Imperviousness A.7. UDFCD Runoff Calculations B. Hydraulic Computations B.1. 10 -Year Historic Release Rate B.2. UDFCD Detention Volume C. 24 x 36 Maps C.1. General Drainage Plan C.2. Site Drainage Plan This map is a user generated static output from an Internet mapping site and is for reference only Data layers that appear on this map may or may not be accurate, current, or otherwise reliable THIS MAP IS NOT TO BC USED f OR NAVIGATION USDA United States Department of Agriculture RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part March 28, 2018 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www nrcs.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map - 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Weld County, Colorado, Southern Part 13 38 —Nelson fine sandy loam, 3 to 9 percent slopes 13 72 —Vona loamy sand, 0 to 3 percent slopes 14 73 —Vona loamy sand, 3 to 5 percent slopes 15 References 17 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil Profiles. A soil profile is the sequence of natural layers, or horizons. it a soil The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate. and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus. during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly. individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship. are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective•of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources. such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 C SI/M 533410 A Custom Soil Resource Report Soil Map AMID SO20 Map Scat 1:2,150 [penal on A laxlsape (11' x 8.S) Sheet avoo, SE0 0 ]D 00 Im 0 103 200 � 600 Mao fir: Wm Meramr Cerra a ru.1aE W4 Edge tn: URM /! re I 24 WGSS4 9 Sac • •tI Custom Soil. Rescuece Report MAP LEGEND Area of Interest (AOI) Area of Interest AC;i. Soils ,y Son Map Unit Lines Sod Map Unit Polygons ® Sod Map Unit Points Special Point Features 0 1 7: Q 44. 0 Blowout Borrow Pd Clay Spot Closed Depression Gravel Pn Gravely Spot Landfill Lava Flow Mars! or swamp Mine or o arty Miscetlaneous Water Perenr at Water Rock Outcrop Sabre S?ot Sandy Spol Se re•e y :rodeo Spot Sinkhole Slide or Slip Sod c Spot ei Spoil A -ea Stony Spol Very Stony Spot Wet Soot Other Special Line Features Water Features Streams and Canals Transportation Rails intestate Highways US Routes Major Roads Local Roads Background Aerial photography 10 MAP INFORMATION The soil surveys Ira; comp se your A01 were mapped at 1 2d,00C Warning Soil Map may not De valid at this scale Enla-gerteni of Taps beyond the sca a of mapp rg car cause mtsurderstand.rg of the detail of mappirg and accuracy of soil line placement rre maps do not show the small areas of con:rasting sods that could have beer shown at a more detalea scale Please rely on the bar scale on each map sheet or mad measurements Source of Map Natural Resources Conservation Service Web Soil Survey URL Coordinate System VVeD Mercator (EPSG 3657) Maps from the Web Soil Survey are based or. the Web Me ta:or projecttor, which preserves direction and snape but distors distance and area A projection that preserves area, such as the Albers equal-area conic proect cn, should be used if more accurate calculations of distance or area are -squired This product is generated from the USDA-NRCS cert feed data as of the version date(s) listed below Soil Survey Area Weld County, Colorado, Southern Pal Survey Area Data Version 16, Oct 10. 2017 Soil map units are labeled r as soace allows) (or map scales 1.50.000 or arger Date(s) aeria mages were photographed Jul 17, 2015 —Sep 22 2016 The onhephoto or other base map or which the soil lines were compiled and digitized probably differs from the oackground imagery disp:ayed or. these maps As a result. sane minor stvfting of map unit boundaries may be evident Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name 38 Nelson fine sandy loam, 3 to 9 percent slopes 72 Vona loamy sand. 0 to 3 percent slopes 73 Vona loamy sand, 3 to 5 percent slopes Totals for Area of Interest Acres in AOI Map Unit Descriptions 0.4 12.8 74 20.6 Percent of AOI 2.0% 62.1% 35.8% 100.0% The map units delineated on the detailed soil maps in a soil survey represent the sods or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas A map unit is identified and named according to the taxonomic classification of the dominant soils Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently. every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting. or dissimilar, components They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially wherettne pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 11 Custom Soil Resource Report landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities Soils that have profiles that are almost alike make up a soil series Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness. and arrangement Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion. and other characteristics that affect their use On the basis of such differences. a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a `eature that affects use or management For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex. 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because srnilar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform An area can be made up of on.y one of the major soils or miscellaneous areas or it can be made up of all of them Alpha and Beta soils, 0 to 2 percent slopes, is an example Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example 12 Custom Soil Resource Report Weld County, Colorado, Southern Part 38 Nelson fine sandy loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 362j Elevation: 4,800 to 5,050 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 57 degrees F Frost -free period: 145 to 190 days Farmland classification: Farmland of local importance Map Unit Composition Nelson and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nelson Setting Landform. Plains Down -slope shape: Linear Across -slope shape: Linear Parent material. Residuum weathered from sandstone Typical profile H1 - 0 to 9 inches: fine sandy loam H2 - 9 to 30 inches: fine sandy loam H3 - 30 to 34 inches: weathered bedrock Properties and qualities Slope. 3 to 9 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile. 10 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0 0 to 2_0 mmnos/cm) Available water storage in profile. Low (about 3 7 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Thedalund Percent of map unit: 10 percent 13 Custom Soil Resource Report Hydric soil rating: No Terry Percent of map unit: 5 percent Hydric soil rating: No 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4e 14 Custom Soil Resource Report Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Remmit Percent of map unit: 10 percent Hydric soil rating: No Valent Percent of map unit: 5 percent Hydric soil rating: No 73 Vona loamy sand, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 363s Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature. 48 to 55 degrees F Frost -free period 130 to 160 days Farmland classification: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform. Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolhan deposits Typical profile H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None 15 Custom Soil Resource Report Frequency of ponding: None Calcium carbonate, maximum in profile. 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Remmit Percent of map unit: 8 percent Hydric soil rating. No Valent Percent of map unit: 7 percent Hydric soil rating: No References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/7cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. nttp.i,ww vlw.nres.usda.goviwps/portal! nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture. Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/lnternet/FSE_DOCUMENTS/nres142p2_052290.pdf 18 Aar 1• USGS U. S DEPARTMENT S. TM GEOLOGICAL THE INTERIOR' a.arAraA Aese�aal•aaasell �1 US Topo T M '• U 71 C c- tA ?MI/' VAL LEV VIEW SCHOOL QUADRANGLE CotoaADO•[a CO 7 Sant --- •11 'L I • f $ • • • • a.. ale 1 Mee ay ASS 1 I • • • $ I aa I • a • N A att. SNIP agar I weal I • • a • •seats al.r a • • a • a a • • 1 r • sew. sear V I a a it Quo 1 AO A WOO T i • a.A See a • • eeA+ Alen • • • a $ • • a w r a • • • • • it, i I C L era Sid Meta s•••ISAIra M loSib•e •A S .e w Nam el 'S ala.a �•a�ow 'Iiesegur ee-t m -• lam ` •I MS ¶3 Me ti•7/ l•0 sew Ils•AiN •.1w M ties �r �1A.•1•l.r SASS IS a.aaSID l.y. YM .� or I•I •l lase awn, sets IM ti.•a< !l 'a- +••sew S. .l .ea— na sea •w •s ...an --. IIA Ise. SAS'•I a••'• r•.•. •tea IM a • PA lr..It 7•• gig I IA .A w was Stall I:24 ••• as • errs N AP a Mill ✓ On, r nn — Ile Ma e• Ise s-aa Orton. ,I Pt • •1A rte• SPCA be I Y AA r.• wl SAS ISIS r w •.tea-AAel tee= SUSS a•Y a —-se. IsmailS- -. ass a■ a.l.Maa+ asse•aA sew maw• ar. •N 4 00 1 w AM gll ti UMW IIoI•a.. __ Ural ar CI Sao OW.. VALLEY VIEW SCHOOL, CO *It • • • • t0 1&320', N 104'38'43 82 -IN National Flood Hazard Layer FIRMette 1:6,000 •lY184tla N r ' 510 Feet 2000 FEMA Legend A,1rctfffl, i'b l ..ti3 Tito tike I-xgl+ 0.0am I, SEE RS REPORT FOR DETAILED LEGEND AND NW MAP TOM MM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS OTHER AREAS OF FLOOD HAZARD 119C 9.9C.t0'. OTHER AREAS Without Base Flood Elevation (ern) :.T. . ylsv Whh BFE or Depth ReguLstorr Floodway :a. AL M yr if .vv 0 2is Annual C1'arc* Flood Hazard, Areas of 1% arrual thence hood with average depth less than one foot or with drainage areas of less than one Square mile to.„ t Future Corditrons 1% Annual Chance F coca Hazard lore a Area with Reduced Flood Risk due to Levee See Notes. :aro Area with Flood Risk due to Levee tons IpTi—Sin4 Area of Minimal Flood Hazard F I Ef`ective LDMRs Area of urcetermrnee Rood Hazard lrr o ?tar GENERAL --- - Chance' Culvert, or Storm Sewer STRUCTURES mtnnna Levee. Dike, cr Floodwall OTHER FEATURES MAP PANELS O20 2 Cross Sectors with 1% Annual Chance n S Water S.r'acc E'evetion Coastal Transact Base Flood Elevation Linn(BFE) Umrt of Study Jurisdiction Bounda•y -- Coastal Transact Baseline Profile Baseline Hydrographi: Feaure a Digital Data Aveleble N 4o Dtg,tal Date Available Unmapped ills map comatcs with FEMA•s standards for the use or digital flood maps it It is not void as described below. The base map shown complies with FEMA-s base mop accuracy standards The flood hazard information es tinned dtrectty from Me outhortlnitva NFHL web minxes provided by FEMA Tan map win exported on - and does not refract changes or amendments subsequent to this date and time The NFHL and effective ir'ormat,on may change or become supersede° by new data beef time. This map Image A void if the ore or more of the following map elements do not appear base map imagery, flood tore '3001s, legend. scale 0a•. map creation date community denriliers. FIRM panel number, and FIRM effective date Map images for unmapped and unmodernized arses cannot be used 'or regulatory purposes NOAA Atlas 14, Volume 8, Version 2 Location name: La Salle, Colorado, USA" Latitude: 40.3089°, Longitude: -104.607" Elevation: 4812.66 ft** ' source ESR' Mans sc,,.u-e POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Marin, Sandra Pavlovrc, Ishani Roy, Michael St Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA. National VYeather Service. Silver Spring. Maryland PF tabular I PF graphical I Apps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 !� Average recurrence interval (years) _J _ Duration I 1 L 2 I 5 L 10 ji 25 1 50 100 200 li 500 1000 f 5 -min 0.243 (0.198-0 301)1(0 0.294 240-0.364)1(0-318 0.391 0 486) 0 910 606)!1(0 98-0.845)l85 0.633 �1(0.650.8--1 25)11(0 735-1 5140.853-1.89)i 1.06 9 0.942-218) 10-Rlln I40.290-0 I 0.356 440) 0.431 (0 351-0.533)1(0.465.0.712)) 0.573 0.710 .5720 887) 0.927 (0.729-1 24) (0 848.1 50) 1.32 0,964.1.83) 1.56 (1.08.2.22) 1.89 (1.25.2.77) 2.17 (1.38-3 20) 115 -rein �� 0.434 0.354-0.537) 0.525 �I (0 428.0.650) 0.699 IL(0 5670 868) I 0.866 I1(0 698-1 08) 1.13 (0.889-1 51) 1.36 (1.03-1.83) t 1.62 II (1.18.2.24) 1.90 (1,31-2.70) jj 2.31 (1 52-3.38) I 2.65 1 (1.68-3 90) 30 -min 0.582 (0.475-0.720). 0.703 (0.573.0.871) 0.935 (0 758-1.16) 1.16 (0.934-1 45) 1.52 (1 19 2 03) 1.83 (1.39-2.47) 2.17 (1.58-3.01) 2.56 I1(1.77-3 65)jI 3.12 (2.06-4.57) 3.58 0 (2 28-5.27) J 60 -min 0.722 0.589.0.893) [ I 0.859 (0.700-1 06) 1.13 (0.920-1.41) 1.41 (1.13.1.76) 1.86 (1 47-2.50) 2.25 (1 72-3.05) 2.70 (197.3.76) 3.21 (2.22-4.58) 3.95 (2.61-5.80) 4.56 (2.90-6.72) 2 -hr 0.862 l (0.709-1.06) 1.02 (0,834.1 25) 1.33 (1.09-1.64) 1.66 [ (1 35-2 05) 2.19 (1.75-2.94) j 2.68 (2.06-3.61) 4 3.23 (2.38.4.46) I� 3.85 (2.70-5.47) 4.78 (3.19496) 5.55 (3,56-8.09) J I 3 -hr I 0.944 (0.779-1.15) 1.10 (0.906.1.34) 1.43 (117-1.75) j 1.78 [(145-219) 2.36 (1 90-3.15) (( 2.89 (2.24.3.88) 3.50 (2.60-4.81) I 4.19 (2.96-5.92) 5.22 (3.51-7.57) 6.08 (3.93-8.82) 6 -hr 1.09 (0.90&1-32) 1.27 (1.06-1 55) 1.86 (1.37 2.01) 62.04 (1 8-2 50) 2.68 (2 17.3.53) 3.26 (2,54.4.32) 3.91 (2.92-5.31) 4.64 (3.30.6.48) 5.73 (3.89.8.21) 6.64 (4.33-9.52) 12 -hr 1.27 (1.07-1.53) 1.51 (1.26.1.81))1 1.96 (1.83-225) 2.38 �� 3.05 (2 47-3.93) 3.63 (2.84.4,72) 4.27 (3 21-5.70) I 4.98 (3.56-6.83) 6.00 (4,10-8.47) 6.84 l(4 51.9 72) I1.5124fir (1.28-1.80) 1 1.78 (1.50.2-12) 2.27 (1 91-271) 2.72 (2.27.3.27) 3.42 (2.78-4.34) Ij 4.02 (3 16-5.15) 4.66 (3.53.6 14) 5.37 (3.87-7.27) 6.38 (4.40-8.89) ( 7.20 (4 80-10.1) 2- ay 1.73 (1.48-2.04) 2.06 (1 75-2.43) 1 2.62 (2 22-3 10) l 3.12 I�3.86 (2 62-3 71)J (3.14-4.80) �I 4.46 11(3.884.61) (3,53.5.63) 5.10 I 5.79 (4.20-7.72) 6.74 (4.68.9.26) 7.50 (5,05-10.4) 1 �3� 37Hay 1.90 (1.62.2.23) ll 2.22 (1.90.2.61) 2.79 [(2 37-3.29) l 3.30 (2 79-3.90) 4.04 (3 31-5.00) 4.65 (3.70.5.84) J 5.30 (4.06-6.82) 5.99 (4 37-7.941 6.95 (4 86-9 49) 7.72 (5.23-10 7) -n 4 -day (1.74.2.37) (2 02-2 76) (2 50.344) 3.44 (2.92-406) (344-5.16) 4.81 [(3 84-8.00) 5.46 (4.19-6 99) 6.15 (4.51-811) 7.11 (4 99.9 66) 7.88 (5.36-10 8) 7 -day J 2.31 (1.99-2.68) 2.69 (2 32-3.12) (2 86-388) 3.88 (3.31-4.54) 4.67 (3 84-567) 5.29 [(4 24.6 52) 5.93 (4.58-7.51) 6.60 (4.87-8.60) 7.51 (5 31.10 1) l[(5 8.22 64-11 2) 10 -day 2.55 (2.21-2.94) 2.98 (2 57-3 44) 3.68 (3 17.4 26) 4.26 (3.65-4.97) 5.08 (4.19.6 12) (4.60.6 99) 6.35 (4.92-7.97) 7.01 (5 19-9 05) 7.88 I (5 59.10 5) 8.54 (5 89-11 6) 20 -day l I 3.26 I (2-84-3.73) ll 3.76 (328-4.31) 4.58 I(3 98-5 26) l 5.24 (4 52.6 05) 6.14 (5.09-7 28) 6.82 (5.52-8.22) 7.48 (5.84-9.27) 8.15 (6.08-10.4) 9.01 (6.45-11.8) 9.65 (6 73.12.9) 3.83 (3.36-4.36) 4.40 [� 5.31 (4.64-6.07) 6.05 [ (5.24.8.94) 7.03 [ (5.6-8.28) 7.76 II (8.32-9.29) 8.47 I (8.65-10.4) 9.18 (6.89-11-6) 10.1 If (7.25-13.1)) 10.7 (7.53-14.3) 45 -day 4.52 ( (3.98-5.12) 5.20 (4.57.5.89) 6.26 (5.49.7 11) 7.11 (6.19-8.11) 8.22 (6.87-9.61) 9.04 (7.39.10,7) 9.82 (7,75.12.0) 10.6 (7.98-13.3) 11.5 (8.35-14.9) 11(8.62-16.1) 12.2 . 60 -day 11 5.09 (4.50-5.74) 5.86 ( IL(5.18-6.82) 7.08 (623-8.02) [ 8.05 I1 (7.04-9.15) Il 10.2 II (8.36.12 1) 11.1 { (874.13.4) J 11.9 (8.98-14.8) 12,9 I (9 34-16.5) 13.6 (9.62-17.8) I Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS) Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5% Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values please refer to NOAA Atlas 14 document for more information Back to Top PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude. 40.3089°, Longitude: -104 607O° ro to ro CC -a -O -a -O O O in N rn V l0 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 Created (GMT): Wed Mar 28 21 50:07 2018 Back to Tod Maps & aerials Small scale terrain Average recurrence internal (years) 1 2 — 5 — 10 — 25 50 — 100 — 200 500 1000 Duration 5 -min — 2 -day 10 -min 3 day 15 -tern — 4 -day 30 -min — 7 -day 60 -min — 10 -day 2 -hr — 20 -day 3 -hr — 30 -day 6 -hr — 45 -day 12-tir — 60 -day 24 -hr 72 Loser Latham Reservoir £ASTON MU LVVIEW lA RPOAT r� 3 ec 3km Large scale terrain — 4:: ' . • a4 -ar ta, �,.. 1.� t' For tColliiis Lenz:, F'et 4345m Bolder Pet • sue .=.• • Sirs . cm • fie Son Rink 14 *al r F.i peg ► al al 100km ore st mf • 100km k. Cheyenne • reeky �.ma. Latynfnt Denver Large scale map ^Cheyenne Fort Call s n IMEIMPIM Large scale aerial C Back to Top US Department ot Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC Questions©noaa.gov Disclaimer AGPROfessionals 1)PFRS t)F AC.KICUI'FUKI. 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Project Number: 2825-01 Date: 8/10/18 12:00 PM Designed By: Agprofessionals Checked By: L IV Sheet: of Subject: Impervious Area Calculation Overall Basin = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres Impervious Paved Streets 100% 82,560 1.90 Light Industrial 80% 661,903 12.16 Greenbelts 2% 29,692 0.01 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% _ 0.00 Square Feet 774,155 Acres Total Impervious Acres 612,676 14.07 Total Development Acres 774,155 17.77 14.07 Development %I Actual Design 79% Impervious Design Use 80% DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Timmerman First Subdivision Basin ID: Historic Runoff (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NO EE: for catchments larger than 90 acres. CUHP hydrograph and routing are recommended) Determination of '.'''.: r: Detention Volume Using Modified FAA Method a Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input)'. percent sues A. A, C n' D lean (2 5 10, 25, 50. or 100: nwnaes chvacse ncMs Design Information (Input): 2 00 16 390 A percent acres A 8. C. or D been (2. 5. 10. 25, SO4 or 100) rnnutes chlaa► Catcnmenl Drainage irrperv,cusress 1. • Catcnmenl Drainage Area A • PreJevelopmenl NRCS Soil Group Type • Return Period for Detention Control f • time of Concerti.: aeon of Wate shed T: • Allowable Unit Release Rate a • One -hour Pteclp to lorl P. • Design Rainfall IDF Formula I = C1' P,I(C1+Tj•C, CoeMc.ent One C1 • Coefficient Two C: • Coefficient Three C. • 200 Catchment Drainage Imperviousness I.= 0afcrrnent Drainage Area A = Predevetopment MRCS Sal Group Type - Return Period for Detention Control T • Time of Concentration of Watershed Tc • Allowable UM Release Rate q • Onefinu P ec:p lsbon P. • Design Rainfall IDF Formula I • C,• P.I(CrT,)•C3 Coefficient One C• • Coe@cient Two c:= Coefficient Three Cr = 16 4 A ' C I 100 '5 15 000 000 I t 1 2 6b 28 50 28 SC IC 10 0 ?85 C 789 Determination of Average Outflow from the Basin Calculated): I c's c's Determination Of Averacio Outflow from the Basin (Calculated): :4- •:k Rcruff CuvMuent C • Inflow Peak Runoff Op- r • Q 07 Ronal Coefficient = - Inflow Peak RunoP Op 9 = A.'owahfe Peak Outflow Rate 0o -out = 0 22 364 _ 21 57 APowable Peak Outflow Rase Op-oul • 0.00 0-00 �olui spreadehect historic runoff - Copy. Modified FAA 3129)2018, 4:24 PM VOLUME BY THE MODIFIED FAA METHOD DETENTION Project: Timmerman First Subdivision Basin ID: Proposed Runoff (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: far catchments larger than 90 acres. CUHP hydrograph and routing are reconlmendedt Determination of ^.-'..,i• Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): I• • A • Type • T • Tc • q • P. • C i • G • ". • peaion Information (Input): 'a • A a Type • T •I Tc = q • P • C, • C: • C. = 9000 18 390 A percent acres A B.C. or D (2, 5, 10, 25, 50. or 100) minutes cb sae inches ;atomics., Drainage Imperv%ossnes.c Catchment Drainage Area P•edevelopmenl NRCS Sod Cif JUD Return perod for Detention Core or Time of Concentraacn of Watershed Allowable Ural Release Rate Ore amour Preap'labor Design Rainfall IDF Formula i • C,' P.i(C7•TXC, Coefficient One Coefkaent Two Coefficient Three B000 percent saes A 3 C. or D raft (2. 5, 10. 25, 50. of $00) minutes crslarue extort Catchment Drainage Imperviousness Catchment Drainage Area Preoevelopmenl MRCS Soil Group Return Period for Detention Contra Time of Concentration of Watershed Allowable Urir Release Rate One -hoot Preapiteban Design Rainfall Ill)f Formula i s C,' P11(C7•T,)•Cr Coefficient One CoeMcient Two CoefMaenl Three t0 4 A 10 100 }years 11 N 0 14 0 22 1 II 210 28 50 2a 50 t0 10 0 789 0 789 Determination of Aversee Outflow from the Basin (Calculated): = s ch Determination of Average Outflow from the Basin (Calculated): c's cls Runoff Coetic en( inflow Peak Runoff Allowable Peak Outflow Rate C. = Op on - C E_ Runc f Coet*oent Intow Poet Runoff Allowable Peak Outflow Rate Op •n = Co out - 066 6182 _ 72 20 Omout = 2.29 3.64 adfcd spreadsneet proposed runoff. McA ec cAA 3129/2018 5 07 1": DETENTION VOLUME BY TF Project: Timmerman First Subdivision Basin ID: 10 -Year Historic Release Rate (For catchments less than 160 acres only. For lar (NOTE: for catchments larger than 90 acres. CL Determination of MINOL Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula I = Cl* Coefficient One Coefficient Two Coefficient Three /(C:+Tc)"C3 la = A= Type = T= Tc = q= P, _ C, _ C2= c3 = 2.00 16.4 A 10 15 0.00 1.41 28.50 10 0.789 percent acres A, B. C,orD years (2. 5, 10, 25, 50, or 100) minutes cfs/acre inches tl Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C= Op -in = Qp-out = 007 l 3.64 0.00 cfs cfs udfcd spreadsheet_historic runoff, Modified FAA 3/29/2018, 4:03 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project. Timmermar First Subdivision Sasin ID: Proposed Detention Pond (For catchments loss than 160 Mrn only For larger catchments, use hydrograph routing mothoc) (NUit to' catchmrm:4 a")er mar. 30 act. .!. J8P n,aruy'apr and 'Oat rag are'eco nmerdia:,u Detenm,nation al Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Dgslon Information l nput) Catcnment Dieawge Arty Predevelopmont NRCS Soil uro;u, Return Period for Oetibon Cont. Tune of Concentration of Waters(cc AIIcwAble 1 M4 Retest* Rate One -flour Precipitation Design Rainfall OF Formula Coefficient One Coetl:cienl Two Coed cent Three C • PJiCirT,l'Cn I. . A - Tyne • T= rc x Qe P. = et C: • Cl' 81: 00 104 A t0 14 0 '4 141 x50 ,0 0 789 pe•cer4 Kra! A 3 C. or ter% (2. 5, 10 25. SO or 103) Q6i}on information tinsmith, D• ' i•: i yeraouvtesl Catchment Ora page Area Predevelopment NRCS Sod Group Rerun Period !or netenhon Control "an* of C or:entrat on of Watershed Modal* lino Roleeve Rate Ona-hour Pre.cioiation Design Rainfall For Formula i - C,' P,1(C7•T,)^C, Coefficient One Coelriceent Iwo Coelrci nt Terse A= Tyde T- tc= a = i. e C'= C,• C,a 9000 18 390 A 100 '4 022 7 70 2650 10 0 789 erceN acre. A. O.C. or 13 years (2 5. 10 25. SO, or Ir. minutes cr57aao inches Detorrlmatton of Average Outflow front (he Ram Calculated). 'lumdt C.urfhc..•nl •nilow Peak Rwnot Aiowable Pen 0411(ra kale IC C= OP", Us> out Mod FAA M•rcr Storage Volume - Mod FM Minor Storage Volume - 060 1720 229 55.53$ 13 w'. <ts cubic feet acre -ft Dtterminstion of AVeratio Ouiflow from the Resin fCatculgteol, - "cif? Cneir,Lnent C. _ "firm Peas Runott Cant = aiowab'e Pen Outflow Rate Op -out - Mod FAA Major Storage Volume - Mod FAA Major Storage Volume - 0155 61 81 3.54 178,388 29 Ns cubic feet acre -ft Raw -gal D.rraiio, m notes 'nttt 0 10 20 30 40 50 BO 10 eo 90 1CO 110 170 130 140 160 ¶60 110 150 t90 200 210 229 730 740 2W 210 260 700 300 310 no 3)0 340 350 360 370 350 390 400 410 470 430 440 450 Inc 410 460 490 500 5'0 520 530 540 550 MO 5/0 500 590 600 R sagas In:ensly none.: hr tourpM1___ 000 3 76 2 7s 2 19 1 67 •1 $69 1 41 1 27 1 15 10(1 000 092 0e6 081 0 77 0 /3 0 TO 067 061 061 0 59 051 055 053 O S2 050 940 047 046 0 4$ 0 43 0 43 041 040 0 40 033 036 0 37 0 36 V )6 0)5 0 34 034 0 33 037 032 031 031 0 10 030 079 079 0 211 on on 0 77 021 0 77 026 076 0 25 Inflow Vaunt wNoet (output) 0 000 0 512 0 744 0 6219 0 994 1070 1143 70+ 1250 1 794 1 334 1 370 1 403 1 434 1 402 1 489 , 51.1 1 53$ 1560 +5$2 1 607 162. 1640 1656 1 675 1 697 1 IOC 1 774 1 739 I 15 I rep 1 761 1 194 1 601 1670 1$32 1 644 1 656 1 668 1 579 1 890 60. .1+1 1 977 1 932 1 W2 1 951 961 1 970 1 960 989 1 998 2 000 2 015 2 024 2 033 2040 2048 1056 2 064 7 072 Atij.rfl+ner1 lacier (outgun 000 1 00 053 013 065 064 067 060 059 058 051 056 056 a ss 0 SS 055 OM 054 054 054 054 0 5) 0 53 0 53 053 053 053 0 53 0 53 0 57 052 052 0 52 0 52 0 52 0 52 OS? 0 52 0 57 052 0 57 057 0 52 0 52 052 067 052 051 0 5 0 5 051 051 051 051 051 0 5 a s+ as, Os, OS+ 0 5' Average Cat5ow cis (Output) 000 779 185 160 1 55 147 1 42 135 1 33 131 1 29 176 127 1 20 175 1 25 1 24 124 1 73 1 73 1 n ,n 72 1 21 1 21 121 121 1 70 ' 70 177 1 20 ,20 1 70 110 119 ' 19 1 19 1 19 1 19 1 19 1 19 1 19 1 le 1 le 1 11 111 I Is 1 le I ,9 Outflow Vc 'urns acre -tee'. luilpult OOIXi 0032 0054 0 070 0065 O 10, 0i17 0 133 0 149 O 164 O 140 0 106 3212 077$ 0 743 0 759 02`5 on' 0301 0 377 0 13 0 354 0 3•'0 0300 0 401 04'1 0 433 0 449 0 465 0 400 0490 0 512 0 576 0 544 0 550 0 STS 0 591 0607 0573 003$ 0 654 0670 0 flee O 702 0 711 O 733 0 749 0765 0 'e' 0 796 0617 0626 0 144 0000 0 $!s 0091 0001 0973 0 939 0 955 0 970 Starage Vo•.ne Acre -lee' (output. 0000 0460 0690 0 870 0 009 0975 1077 love 1 107 1130 "54 1174 I III t 706 1 219 1 730 1 739 1 247 1 254 1259 1 264 1 267 1 270 1271 1 774 'ins 177$ + 715 1 714 1 773 1711 1206 178$ 1 784 I n1 1767 1 253 1 249 1 245 1 740 ¶736 t 731 I ns 1 720 1714 120$ 1707 1198 ,190 1183 1178 1 169 1 167 1155 ,146 1 141 1133 1179 I tle ¶ 110 1102 rtamfal Duration nsnumie (aipm 0 10 20 30 40 SO 50 to 50 90 100 110 120 130 140 150 100 Ito 140 'So 200 210 770 230 740 750 260 770 no 190 300 310 320 330 340 150 360 370 340 390 400 410 470 430 440 450 460 410 480 490 500 510 520 530 540 550 560 570 560 sue 600 Rainfall Intensity none'/ hi (output) 000 774 526 4 19 351 304 2 69 2 42 221 203 89 1 70 1 65 1 56 I 48 140 1 34 t7• 173 1'8 113 ,09 105 102 0 99 090 093 090 0 86 065 0 63 051 019 0 11 0 r0 O r4 on O 71 069 066 067 066 054 063 0 62 001 060 0 50 05e o Se 055 055 054 0 53 OS? o 52 051 050 0 49 0 49 Inflow Volume Acre feel !oulptsti 0 000 109 1 557 1 673 1094 2267 late 7 579 7 634 7 rn 7 610 7 466 2 9S6 3 020 3 060 3136 3199 3 328e 3 331 3 314 34'5 3 455 3 492 3 374 3 564 3 506 3630 3662 3693 3777 3 751 1700 3 901 3 634 3 060 3665 3 910 3 934 3 958 3 961 4 00) 4 020 4047 4 059 4 090 4 113 4 .l0 4 150 4 170 4 189 4 700 4726 4 244 4262 42M0 4 797 4 314 4 331 4 346 4 364 000 I OC 065 0 n 068 064 062 060 0 59 058 0 57 056 056 055 055 015 054 054 0 54 054 0 54 053 0 53 053 0 53 053 0 53 0 53 0 53 052 0 52 0 52 0 52 0 52 052 052 052 052 0 52 052 052 052 0 5? 0S2 0 52 057 052 051 051 051 051 0 S, o 51 051 051 051 051 0 51 051 0 5' 3 $' Average Outrcv, d5 L00PU1l 000 364 309 761 746 733 7 74 7 18 2 14 2 10 701 205 2 03 2 02 2 CO 1 99 1 96 1 97 1 98 1 95 195 1 94 194 1 9) 1 9) 1172 1 97 191 111 191 ISO 1 00 160 790 1 $9 1 60 1 09 149 1 69 'D9 1 as I sa 60 tea ' Me t ea ' 6B t e% 1 61 1 67 117 1 67 1 67 1 87 1 57 1SY I ST ISO 106 156 166 ow row VONIne cue -tact toalautl 0 000 0 050 0 045 0110 0135 3160 0 166 0711 0 236 0201 0216 0 311 0 335 0 301 0 380 0411 0 4)6 0 461 0 400 0 511 0 530 0562 05et 06'7 0e.31 0 062 0667 O 117 0 731 0 707 O 161 0 617 063t 0 662 0681 09'3 0 936 262 o ese 1 013 1 038 1 063 ,088 1 113 1136 1 16 1 16$ 1 713 523$ 1 263 ' 269 t 3'4 $39 1 364 1149 1 414 1 430 1 464 1 459 1 514 1 539 Storage Volume (L'e feat output l 0000 en 1 4$• 1 787 1 959 7108 7 in 23'e ?398 7 463 2 574 7 SI!: 2 67: 2659 2694 2 725 2 75? 2 775 2 8CC 2 520 2 836 76:4 78Ee 264• 07 7 107 291. 2 $1e 2 92S 2931 2 935 2 939 2 947 7 94S 7 On 794 2947 2;4r 2 940 2 045. 2 943 294' 2 934 2 934 2931 2921 2 927 191r 7 917 2 906 2902 2 act 268: 7Oe' 2 $7) 2 Ma 2 958 7 857 7 367 20'34 767S A udfcd spreadsnrel Mod too I AA Mod FAA Minot Storage Voiwee (vatic R ) - 55,538 Mod FAA Major Storage Volume (cubic R.) • 136.360 Mod FAA Minor Storage Volume (acre -fl ) • 1 2750 Mel FAA Major Storage Volume tacre.R ) • 2 9474 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 34, Released November 20t3 9,•Cr: ?-e 1I IC A.•.' i _ DETENTION VOLUME BY THE MODIFIED FAA METHOD Project Timmerman First Subdivision Basin ID: Proposed Detention Pond Volume (acre-feet) 5 45 4 35 3 25 2 15 1 05 Inflow and Outflow Volumes vs. Rainfall Duration 100 200 300 400 Duration (Minutes) 500 0 • • • • • ••• •••••••••••••••••••••••••••••••••••••• •••• •• •• • —••.— M.. {r 0Mw —..— ere. Ian Ora...Ms • Ms asm lbw 11S +Ms lies .osWham 600 700 • UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 34. Released November 20'3 idled spreadsheet Ma4twrd FAA 8/10/20,0. It 10 AM I PROJECT LOCATION WCIR MCA t9 j I C W2.6 VICINITY MAP swat •ax LEGEND > - MIS DMnIIaE BASIN PROPOSED Fl CM fAnECRON TIMMERMAN FIRST SUBDIVISION IN THE SE1/4 OF SEC13, T4N, R65W OF THE 6TH P.M., WELD COUNTY, CO N ♦ lihko WCF N • ♦ • �, N ti l ♦ GENERAL DRAINAGE PLAN r-- \ � 1 ♦ f N I I I i I l I SHEEP DR -1 A I LEGEND —o< o< — w tw I at,. MIIIA L EXISTING PAOl4HTY Ltd EXISTING EOOF OF ASPS% t M 3TIRi MU) MO UU3TINO IWIMIIE FENCE EXISTING MEWL) tm n MISTING Goatee MISTING WI TOM OF DITCH FIGSII10 UTyfTY pO F FYOIflNO TR PPIIOEF PEl)FSTM RICIFO RO ROM-0FAVAY OUTING FLAW DIRECTION ANO M GOP % PEt0FO%EC FIOW OFlGTK71') MIAME WWI I L -I TIMMERMAN FIRST SUBDIVISION III IN THE SE1/4 OF SEC13,1414, R65W OF THE 6TH P.M., WELD COUNTY, CO Mu t */~NISI% nu•t.Pr«.•n I • W w We iMH11M ti \_ \ \ \ \ \ \ \ \ \ \ 44010:Will IOW IMO a lM la CM I M Mt AYMIaf 01 alnn earli1• larea OAS AS Pal ealIIKII> 01 /CV& a 1✓4!W 401101•41400 OR 4 MTIOII IOM 101b.1'D 1 UI I 43100.C1 l♦ -SMIn rrn P7�3POSE0 LOT II V,t 1 II a tell IMWONI I I i Or pWACI X11 Ka >.1w« r r I sac ••t11►Cuomo i rwtoa ter a OISEIq PPOPER711lOtlCFiTE ----- —1— — 04000410 Cap I I SITE DRAINAGE PLAN Tr— / <a' TAO A 3S AC) I I LOT 4 N3+AC1 / I I I a _,•1G PNOot ea_+n. LOT 1176 ACI ist DLOEll'f� - WS • I — _a —us w Q • COUNT/ RD 44 I --3- I I i I 'tit; non ;will J AGPROfessionals ''t Nk 6 TIMMERMAN FIRST SUBDIVISION SITE DRAINAGE PLAN wan �r.LE S DR -CE T -2 DRAINAGE REPORT REVIEW CHECKLIST Project Name: PUDZ19-0001 Timmerman Subdivision Change of Zone The purpose of this checklist is to provide the applicant's Engineer a basic list of items that County Staff will review in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and commonly accepted engineering practices and methodologies. A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of the development project. The design engineer's role is to ensure adjacent property owners are not adversely affected by stormwater runoff created by development of the applicant's property. REPORT (Z = complete, O = required) ZStamped by PE. scanned electronic PDF acceptable ®Certification of Compliance ❑Variance request, if applicable ❑Description/Scope of Work — indicate what the use of the subdivision will be ZNumber of acres for the site ❑Methodologies used for drainage report & analysis Design Parameters Design storm — See #4 below !Release rate — See #4 below URBANIZING or NON -URBANIZING ZOverall post construction site imperviousness ZSoils types Z Discuss how the offsite drainage is being routed IX Conclusion statement must also include the following: v Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that it will reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases. diversions. concentration and/or unplanned ponding of storm run-off for the 100 -year storm_ X How the project impacts are mitigated. Construction Drawings (Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities .-;Outlet details -'Spillway Maintenance Plan 129 Frequency of onsite inspections ®Repairs. if needed ZCleaning of sediment and debris from drainage facilities ZVegetation maintenance ❑Include manufacturer maintenance specifications, if applicable Comments: X 1. When calculating the weighted C value for the proposed site. please model the pond water surface area using a 100% impervious value. 2. Provide a proposed grading plan with swales conveying all stormwater to the pond. Include the design of swales. If the swales have a Froude number exceeding .6, permanent erosion protection may be required. 3 Provide culvert and rip rap design Show any of these items on the drainage plan drawings. 4/11/2018 Weld County Department of Public Worksl Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_works/development_review/ DRAINAGE REPORT REVIEW CHECKLIST 4. The UD-Detention worksheet is used to calculate the runoff from the historic basin, with a time of concentration of 15 minutes. The proposed site uses a time of concentration of 14 minutes. Use the UD-Rational worksheet which shows how the time of concentration is calculated or provide time of concentration calculations. An older UD-Rational (Version 1.02a) is available upon request. This uses the same time of concentration and runoff coefficients as the UD-Detention worksheet that is utilized. The urban check (Tc = ((L/180)+10) is a calculation for urban catchments. The historic runoff should not be calculated using this equation. 5. Include the outlet and spillway design in the report and drawings. 6. There is an easement going through the pond. There may need to be a new easement granted for access to Lot A of RECX15-0109. There is a pipeline crossing the pond area per the submitted PUD Map and it appears from aerial GIS that a pipeline may have been constructed crossing the area where the pond will be located. Please confirm that these will not interfere with the pond. 8 Once the revised design and drainage report have been submitted. the County may provide additional comments in addition to the ones listed above. Depending on the complexity of the changes made, a full 28 -day review period may be required. 9. Provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank -you. 4/11/2018 Department of Public Worksl Development Review 1111 H Street. Greeley. CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www. weldgov.com/departments/public_works/development_review/ AGPROfessionals Traffic Weld County PUD Change of Zone Application Prepared for T3 Land & Investment, LLC Kelsey Bruxvoort From: Sent: To: Cc: Subject: Sean Kellar <skellar@kellarengineering.com> Monday, July 16, 2018 2:13 PM 'Evan Pinkham' Kelsey Bruxvoort; Tim Naylor RE: T3 Land Investments PUD - Public Works Referral Comments Thank you. Please note that the recommended turn lane lengths in the TIS are similar to the existing turn lane lengths for eastbound and westbound traffic at the CR 49/CR44 intersection to the east of the project site. Please feel free to let me know if you need anything further. Respectfully, Sean Kellar, PE, PTOE 970.219.1602 skellar@kellarengineering.com 1 4 , : r^ M • • Ml . F. • F • At,�.�w•• .��• [ .mot.. �4 ' -.,�.. • ..- . .. A '.. ';.4 • is.. ...Y/r. Sera •414 '"• • •, 2.r.I'� -Or_ [:-• acid ,4."!` t••• alitrikee, s 11 �I t 4_ Y ; • tk I_•.• r •• ,re., •.�; I • �;�.. ••!a dd .,• - ,**�j•.i•'!'- , , p• - •• r :t r • t r . r- •.. • • • ▪ .'f4 . f `M t • • • A r3 w, I w •V I, I01, w • r • _ _. • 0 y��a -It M CONFIDENTIALITY NOTICE: The information contained in this e-mail message may be privileged, confidential and protected from disclosure. If you are not the intended recipient, any dissemination, distribution, or copying is strictly prohibited. If you think that you have received this e-mail message in error, please contact the sender and delete the original message immediately. Kellar Engineering LLC From: Evan Pinkham [mailto:epinkham@weldgov.com] Sent: Monday, July 16, 2018 2:03 PM To: Kelsey Bruxvoort <Kbruxvoort@agpros.com>; Sean Kellar <skellar@kellarengineering.com> Cc: Dawn Anderson <dranderson@weldgov.com>; Morgan Gabbert <mgabbert@weldgov.com>; Matt LaPorte <mlaporte@weldgov.com>; Don Dunker <ddunker@weldgov.com>; Tim Naylor <tnaylor@agpros.com>; Chris Gathman 2 <cgathman@weldgov.com>; Michelle Martin <mmartin@weldgov.com>; Tom Parko Jr. <tparko@weldgov.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Kelsey, I appreciate you and Sean putting this together. We will review this request and give comments on our referral for the change of zone planning case. Please let me know if you have any questions. Thanks, Evan Evan Pinkhom Development Review Planner Weld County Public Works 1111 H Street, P.O. Box 758 Greeley, CO 80632 (970)400-3727 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Kelsey Bruxvoort [mailto:Kbruxvoort@agpros.com] Sent: Friday, July 13, 2018 3:33 PM To: Hayley Balzano <hbalzano@co.weld.co.us> Cc: Evan Pinkham <epinkham@weldgov.com>; Dawn Anderson <dranderson@weldgov.com>; Morgan Gabbert <mgabbert@weldgov.com>; Matt LaPorte <mlaporte@weldgov.com>; Don Dunker <ddunker@weldgov.com>; Sean Kellar<skellar@kellarengineering.com>; Tim Naylor <tnaylor@agpros.com>; Chris Gathman <cgathman@weldgov.com>; Michelle Martin <mmartin@weldgov.com>; Tom Parko Jr. <tparko@weldgov.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Hi Hayley, Please find attached Kellar Engineering's response to your June 20, 2018 email relating to Public Works' referral comments for the T3 Land PUDK18-0003. Also attached is the Variance Request prepared by Kellar Engineering regarding the Auxiliary Lanes. As requested, a Peak Hour Signal Warrant Analysis has been included in the Variance Request. Please review and provide a response regarding Auxiliary Lane requirements and the proposed access location. Thank you, Kelsey Bruxvoort 3 Land Planner AGPROfessionals 3050 67th Avenue Greeley, CO 80634 Office: 970-535-9318 Mobile: 970-744-0068 Fax: 970-535-9854 www.agpros.com AGPROfessionLIs :0,-'{;t.t 1 I From: Sean Kellar <skellar@kellarengineering.com> Sent: Thursday, June 21, 2018 1:16 PM To: 'Hayley Balzano' <hbalzano@co.weld.co.us>; Kelsey Bruxvoort <Kbruxvoort@agpros.con->; 'Evan Pinkham' <epinkham@weldgov.com> Cc: 'Dawn Anderson' <dranderson@weldgov.com>; Tim Naylor <tnaylor@agpros.com>; 'Morgan Gabbert' cingabbe► t@weldgov.com>; 'Matt LaPorte' <mlaporte@weldgov.com>; 'Don Dunker' <ddunker@weldgov.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Thank you. Not a problem. The level of service (LOS) is good (LOS A and LOS B) at the CR 44/Site Access intersection for the 2020 Short Range Total future. Signal warrants will not be met. I can provide the MUTCD signal warrant analysis. Respectfully, Sean Kellar, PE, PTOE 970.219.1602 skellar@kellarengineering.com Intersection Level of Service ;LOS) Movement AM PM LOS LOS CR 44/Site Access EB Left A A EB Thru A A EB Approach A A WB Thru A A WB Right A A WB Approach A A SB Left B B SB Right A A SB Approach B B Overall A A 4 CONFIDENTIALITY NOTICE: The information contained in this e-mail message may be privileged, confidential and protected from disclosure. If you are not the intended recipient, any dissemination, distribution, or copying is strictly prohibited. If you think that you have received this e-mail message in error, please contact the sender and delete the original message immediately. Kellar Engineering LLC From: Hayley Balzano [mailto:hbalzano@co.weld.co.us] Sent: Thursday, June 21, 2018 1:03 PM To: Kelsey Bruxvoort <Kbruxvoort@agpros.com>; Evan Pinkham <epinkham@weldgov.com>; Sean Kellar <skellar@kellarengineering.com> Cc: Dawn Anderson <dranderson@weld&ov.com>; Tim Naylor <tnavlor@agpros.com>; Morgan Gabbert <mgabbert@weldgov.com>; Matt LaPorte <mlaporte@weldgov.com>; Don Dunker <ddunker@weldgov.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Hello Kelsey and Sean, We also realized that due to the left hand turns that are being proposed at the access point and at the County Road 44/40 intersection, a signal warrant analysis will be required with the Change of Zone. Please let me know if you have any questions. Thank you Hayley Balzano Engineer I Weld County Public Works 1111 H Street P.O. Box 758 Greeley, CO 80632-0758 (970) 400-3738 hbalzano@weldgov.com Confidentiality Notice. This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Hayley Balzano Sent: Wednesday, June 20, 2018 1:21 PM To: 'Kelsey Bruxvoort' <Kbruxvoort@agpros.com>; Evan Pinkham <epinkham@weldgov.com>; Sean Kellar <skellar@kellarengineering.com> Cc: Dawn Anderson <dranderson@weldgov.com>; Tim Naylor <tnaylor@agpros.com>; Morgan Gabbert <mgabbert@weldgov.com>; Matt LaPorte <mlaporte@weldgov.com>; Don Dunker <ddunker@weldgov.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Hello, The people who reviewed the turn lane requirements are Don Dunker, Matt LaPorte, Dawn Anderson, Evan Pinkham, and myself. I have copied them on this email. 5 Hayley Balzano Engineer I Weld County Public Works 1111 H Street P.O. Box 758 Greeley, CO 80632-0758 (970) 400-3738 hbalzano@weldgov.com Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments hy anyone other than the named recipient is strictly prohibited From: Kelsey Bruxvoort [mailto:Kbruxvoort@agpros.com] Sent: Wednesday, June 20, 2018 1:02 PM To: Hayley Balzano <hbalzano@co.weld.co.us>; Evan Pinkham <epinkhamPweldgov.com>; Sean Kellar <skellar@kellarengineering.com> Cc: Dawn Anderson <dranderson@weldgov.com>; Tim Naylor <tnavlor@agpros.com>; Morgan Gabbert <mgabbert@weldgov.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Thank you Hayley, I appreciate the quick response. Can you please provide contact information for the engineers reviewing our turn lane requirements. I will let you know our availability for a meeting soon. Regards, Kelsey Bruxvoort Land Planner AGPROfessionals 3050 67th Avenue Greeley, CO 80634 Office: 970-535-9318 Mobile: 970-744-0068 Fax: 970-535-9854 www.agpros.com AGPROfessionals 6 From: Hayley Balzano <hbalzano@co.weld.co.us> Sent: Wednesday, June 20, 2018 10:41 AM To: Kelsey Bruxvoort <Kbruxvoort@agpros.com>; Evan Pinkham <epinkham@weldgov.com>; Sean Kellar <skellar@kellarengineering.com> Cc: Dawn Anderson <dranderson@weldgov.com>; Tim Naylor <tnaylor@agpros.com>; Morgan Gabbert <rngabbert@weldgov.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Hello Kelsey, I am summarizing our turn lane concerns for Evan since he is in a hearing today. The comments below are our concerns for the turn lanes/access only for the Timmerman Subdivision. If you have any questions or concerns about the other items in our referral/drainage review, we can go over them in the meeting if you would like. In reference to the right hand, west bound deceleration lane on County Road 44 at the access to the PUD: The total length required for this lane is 600 feet (page 59 attached). This includes 222 feet of transition taper for a 12 foot lane. We are requiring the lane to begin 200 feet west of the concrete apron off of County Road 49. This is due to the stopping sight distance for a car going 30 mph (page 54 attached), for a car coming around the corner onto County Road 44. To fit this deceleration lane in, the main access will need to be moved to the west, based on our measurements. In reference to the left hand, east bound acceleration lane on County road 44 east of the access to the PUD: We agree that fitting a whole acceleration lane here is not feasible and would be complicated due to traffic passing over the lane to turn right onto County Road 49. We are however requiring that the auxiliary lane storage length for the existing left hand turn land on County Road 44 be increased by 100 feet since the turning vehicles per hour will be increased. In reference to the left hand, east bound deceleration lane on County Road 44, west of the access to the PUD: The total length required for this lane is going to be dependent upon if the redirect is designed with 6' on both sides of the existing lane or 12' on one side of the existing road. The length required will either be 1030 feet for 6' on both sides or 1360' for 12 foot on one side. This includes the 600 feet of deceleration lane (including 220 feet of transition taper), 100 feet for storage (for potentially large trucks being that this is a commercial/industrial development), and either 660' of redirect taper or 330' of redirect taper, depending on how ROW is acquired. Our concern with this lane is that it will overlap the existing ag access, so we have three options: Move the Ag access, Access the AG lot from the proposed PUD access point, or access the PUD from the AG access point. Clarifying Question on the proposed access: Is the applicant proposing a left hand turn lane slot at the access point? Hayley Balzano Engineer I Weld County Public Works 1111 H Street P.O. Box 758 Greeley, CO 80632-0758 (970) 400-3738 hbalzano@weldgov.com Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Kelsey Bruxvoort [mailto:Kbruxvoort@agpros.com Sent: Wednesday, June 20, 2018 8:27 AM To: Evan Pinkham <epinkham@weldgov.com>; Sean Kellar <skellar@kellarengineering.com> Cc: Dawn Anderson <dranderson@weldgov.com>; Hayley Balzano <hbalzano@co.weld.co.us>; Tim Naylor <tnaylor@agpros.com> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Evan, I can be available for a meeting. I agree, we need any issues with the layout and turn lanes addressed prior to the submittal of the PUD Change of Zone plat. Please provide your concerns in writing so I can pass them on to the property owner so that he understands his financial obligations. This will also allow us time to review and address concerns prior to the meeting. Thank you, Kelsey Bruxvoort Land Planner AGPROfessionals 3050 67th Avenue Greeley, CO 80634 Office: 970-535-9318 Mobile: 970-744-0068 Fax: 970-535-9854 www.agpros.com rsi Ac; PRO fessionals �.IJ From: Evan Pinkham <epinkham@weldgov.com> Sent: Wednesday, June 20, 2018 8:02 AM To: Sean Kellar<skellar4alkellarengineering.com>; Kelsey Bruxvoort <Kbruxvoort@agpros.com> Cc: Dawn Anderson <dranderson@weldgov.com>; Hayley Balzano <hbalzano@co.weld.co.us> Subject: RE: T3 Land Investments PUD - Public Works Referral Comments Sean/Kelsey, I wanted to reach out to you regarding the proposed access location and auxiliary lanes for the Timmerman Subdivision (PUDK18-0003). We have concern with a few things regarding the preliminary design that was provided, so I would like to set up a meeting or call to go over these items. I know that we are still early on in the process with this being in the sketch phase, but I think that if we can eliminate these issues it will help in the long run. Let me know what works for you all, and I will set something up. Thanks, 8 Evan Evan Pinkham Development Review Planner Weld County Public Works 1111 H Street, P.O. Box 758 Greeley, CO 80632 (970)400-3727 - - . • .fix El , /r V V • Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Sean Kellar[mailto:skellar@kellarengineering.com} Sent: Tuesday, June 05, 2018 11:22 AM To: Evan Pinkham <epinkharnPweldgov.com> Subject: T3 Land Investments PUD - Public Works Referral Comments Hello Evan, I left you a voice message yesterday and wanted to follow up with an email pertaining to the T3 Land Traffic Impact Study (TIS). Please feel free to email or call at your convenience. Kellar Engineering's (KE) response to comments are below in blue font. TRAFFIC Latest ADT on CR 44 counted 1352 vpd with 34% trucks. KE Response: Thank you. The peak hour traffic counts were conducted on Thursday, 2/8/18, See Section 2.1, Page 3, Figure 3, and Appendix A in the attached Traffic Impact Study (TIS). Witn the Change of Zone submittal, please address or clarify the following items pertaining to the traffic study: • What ITE values were used to determine the vehicle count of 4829 vehicles per day? KE Response: The ITE land use codes (853, 110, and 810) are provided in Table 1, Page 9 of the TIS. • How was the peak vehicle count determined? KE Response: Peak hour traffic counts are conducted using Miovision data collection cameras. Section 2.1, Page 3 of the TIS. These peak hour count results are shown in Figure 3 and Appendix A of the TIS. Trip Generation rates are determined from the ITE Trip Generation rates for the ITE land use codes. See Section 4.1, Page 6 and Table 1, Page 9 of the TIS. • Page 6 of the Traffic Impact Study states that multiple uses are proposed. What are the uses proposed? KE Response: Table 1, Page 9 of the TIS lists the proposed land uses. • The Traffic Impact Study does not address if the engineer recommends a left hand east bound acceleration lane. Based upon the numbers proposed, Public Works would require a left hand east bound acceleration lane on County Road 44 at the site access. KE Response: Section 5.3, Page 8 of the TIS; acceleration lanes are not recommended per the State Highway Access Code (SHAC). Additionally, KE would not recommend adding an acceleration lane at this location to CR 44 as acceleration lanes 9 create an additional conflict point with an additional merge. The proposed site access is spaced at least 660' from the intersection and sufficient gaps exist on CR 44 (see Synchro LOS results). For this situation KE recommends that the site access be stop controlled and traffic at the site access to CR 44 wait for an appropriate gap before turning onto CR 44. Please feel free to let me know if you need anything further. I'll follow up with another phone call later this week. Respectfully, Sean Kellar, PE, PTOE 970.219.1602 skellar@kellarengineering.com CONFIDENTIALITY NOTICE: The information contained in this e-mail message may be privileged, confidential and protected from disclosure. If you are not the intended recipient, any dissemination, distribution, or copying is strictly prohibited. If you think that you have received this e-mail message in error, please contact the sender and delete the original message immediately. Kellar Engineering LLC 10 KELLAR ENGINEERING July 13, 2018 AGPROfessionals 3050 67th Avenue, Suite 200 Greeley, CO 80634 RE: T3 Land Variance Request - Auxiliary Lanes (Turn Lanes) The basic objective of a turn lane is to reasonably accommodate deceleration plus storage. The design process involves computing the expected demand; based upon vehicle speeds and volume. Proper geometric design of auxiliary lanes (turn lanes) includes taper (bay taper) + deceleration + storage. AASHTO recommends a 1:15 Taper or 180 feet of bay taper for 12' wide turn lanes. Additionally, the ITE Traffic Engineering Handbook provides guidance on deceleration lengths. Based upon the proximity of the CR 49/CR 44 intersection to the site access points, vehicles traveling adjacent to the project site will not be traveling at full speed. Therefore, using a design speed of 40 mph for the deceleration length for the westbound right -turn lane at the CR 44/Site Access intersection; the deceleration length for the westbound right -turn lane is 125'. Additionally, using a design speed of 50 mph for the deceleration length for the eastbound left -turn lane at the CR 44/Site Access intersection; the deceleration length for the eastbound left -turn lane is 240'. Based upon the 95% queues in the Syncho model, additional vehicle storage is not necessary. Based upon this criteria, the recommended geometries for the westbound right -turn lane = 305' (180' bay taper + 125' full width) and the eastbound left -turn lane = 420' (180' bay taper + 240' full width). Based upon the above information, Kellar Engineering concurs with the following auxiliary lane design geometries for the CR 44/Site Access intersection as recommended in the Traffic Impact Study (TIS) for the project: • Westbound right -turn lane = 330' (180' bay taper + 150' full width) • Eastbound left -turn lane = 435' (180' bay taper + 255' full width) 1 of -I KELLAR ENGINEERING Peak Hour Signal Warrant Analysis The Peak Hour Warrant is satisfied with the hourly approach volume data points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the minor street approach (southbound site access) falling above the curve in Figure 4C-3 of the MUTCD for the combination of approach lanes for the highest peak hours of the studied intersection. As shown below in MUTCD Figure 4C-3, the appropriate data points fall below the curve and therefore the MUTCD Warrant 3: Peak Hour Warrant is not satisfied and traffic signal warrants are not anticipated to be warranted at the site access intersection to CR 44 in the 2020 Short Range Total future. MINOR STREET 400 HIGHER- VOl UME 900 APPROACH - VPH 200 • 100 Figure 4C-3. Warrant 3, Peak Hour 2 OR MORE LANES & 2 OR MORE LANES 1 2 OH MORE LANES & 1 LANE 1 1 LANE & I LANE 150' 100' 400 500 500 700 800 900 1000 1100 1200 1300 1400 1300 1500 170D 1800 MAJOR STREET -TOTAL OF BOTH APPROACHES VEHICLES PER HOUR (VPH) 'Note 150 vph applies as the lower threshot1 voume for a minor -street approach ,pith two or morn laros and 100 siph epp'ios as the two( 1tuesnokl volume for h W'or-stieet aoorrActi with one lane Point 265, 100 2020 Short Range Total AM Peak Hour CR 44 & Site Access 2 of Boo - - 500 MINOR STREET 400 HI GHER- VOLUME 900 APPROACH - YPH 200 I 100 KELLAR ENGINEERING Figure 4C-3. Warrant 3, Peak Hour 2 OR MORE LINES & 2 OR MORE LANES 1 1 1 1 2 OR MORE LANES & 1 LANE 1 1 1 LANE & 1 LANE 150' 100• 400 500 600 700 600 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR SWEET --TOTAL OF BOTH APPROACHES - VEHICLES PER HOUR (VPH) 'Note: 160 rph applies as the tower threshold voume for a n- ncr-street approach with two or more lanes and 100 vph apples as the omit lhresnot flume for a minwr-sreet approach with one lane Point 309. 162 2020 Short Range Total PM Peak Hour CR 44 & Site Access I- KELLAR ENGINEERING If you have any questions or need anything further, please do not hesitate to contact me at (970) 219-1602 or skellar@kellarengineering.com. Respectfully, Sean K. Kellar, PE, PTOE Colorado PE #38650 Kellar Engineering LLC July 13, 2018 40f4 Kellar Engineering's comments are in green font. Hello Kelsey, I am summarizing our turn lane concerns for Evan since he is in a hearing today. The comments below are our concerns for the turn lanes/access only for the Timmerman Subdivision. If you have any questions or concerns about the other items in our referral/drainage review, we can go over them in the meeting if you would like. In reference to the right hand, west bound deceleration lane on County Road 44 at the access to the PUD: The total length required for this lane is 600 feet (page 59 attached). This includes 222 feet of transition taper for a 12 foot lane. We are requiring the lane to begin 200 feet west of the concrete apron off of County Road 49. This is due to the stopping sight distance for a car going 30 mph (page 54 attached), for a car coming around the corner onto County Road 44. To fit this deceleration lane in, the main access will need to be moved to the west, based on our measurements. I understand the comment and respectfully recommend different geometry for this specific situation. Please see attached Variance Request. In reference to the left hand, east bound acceleration lane on County road 44 east of the access to the PUD: We agree that fitting a whole acceleration lane here is not feasible and would be complicated due to traffic passing over the lane to turn right onto County Road 49. We are however requiring that the auxiliary lane storage length for the existing left hand turn land on County Road 44 be increased by 100 feet since the turning vehicles per hour will be increased. While this isn't necessary (see Synchro HCM outputs in the TIS), we will provide this extra 100' of storage length for this WB left -turn lane at CR 44/CR 49 since the pavement already exists, the striping can be easily provided. In reference to the left hand, east bound deceleration lane on County Road 44, west of the access to the PUD: The total length required for this lane is going to be dependent upon if the redirect is designed with 6' on both sides of the existing lane or 12' on one side of the existing road. The length required will either be 1030 feet for 6' on both sides or 1360' for 12 foot on one side. This includes the 600 feet of deceleration lane (including 220 feet of transition taper), 100 feet for storage (for potentially large trucks being that this is a commercial/industrial development), and either 660' of redirect taper or 330' of redirect taper, depending on how ROW is acquired. Our concern with this lane is that it will overlap the existing ag access, so we have three options: Move the Ag access, Access the AG lot from the proposed PUD access point, or access the PUD from the AG access point. I understand the comment and respectfully recommend different geometry for this specific situation. Please see attached Variance Request. Clarifying Question on the proposed access: Is the applicant proposing a left hand turn lane slot at the access point? Yes. The proposed project will be providing a separate SB left -turn lane and a separate SB right -turn lane at the CR 44/Site Access intersection. Respectfully, Sean Kellar, PE, PTOE 970.219.1602 skellar@kellarengineering.com Timmerman First Subdivision NW Quadrant of CR 49 and CR 44, Weld County, Colorado Traffic Impact Study KE Job #2018-O27 Prepared for: AGPROfessionals 3050 67th Avenue, Suite 200 Greeley, CO 80634 Prepared by KELLAR ENGINEERING www.kellarengineering.com 970.219.1602 phone March 13, 2018 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 Requirements 6.0 Findings List of Figures: Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Vicinity Map Site Pian Recent Peak Hour Traffic 2020 Background Peak Hour Traffic Trip Distribution Site Generated Peak Hour Traffic 2020 Short Range Total Peak Hour Traffic Page 3 3 3 6 6 6 6 7 7 7 7 8 8 18 Page 4 5 10 11 12 13 14 Timmerman First Subdivision Traffic Impact Study Page 1 TABLE OF CONTENTS (continued) List of Tables: Table 1: Table 2: Table 3: Table 4: Trip Generation Recent Peak Hour Operations 2020 Background Peak Hour Operations 2020 Short Range Total Peak Hour Operations Appendices: Appendix A: Traffic Counts Appendix B: Level of Service (LOS) Tables Appendix C: Aerial Image and Street View Appendix D: Weld County Functional Classification Map Appendix E: HCM Calculations (Synchro) Page 9 15 16 17 Page 19 22 24 25 26 Timmerman First Subdivision 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 Timmerman First Subdivision located at the northwest quadrant of CR 49 and CR 44 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 northwest quadrant of CR 49 and CR 44 in Weld County, CO. CR 49 is an existing north/south roadway with a posted speed of 65 mph at the CR 49/CR 44 intersection. CR 49 is classified as a 4 -Lane Controlled -Access County Highway on the Weld County Functional Classification Map. CR 44 is an existing east/west roadway with a posted speed of 55 mph adjacent to the project site. CR 44 is classified as an arterial on the Weld County Functional Classification Map 2.1 Recent Traffic Volumes Recent peak hour traffic volume counts were conducted using data collection video cameras. The traffic counts were conducted in 15 -minute intervals on Thursday, 2/8/18 from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. The traffic counts are shown in Figure 3 with the count sheets provided in Appendix A. Timmerman First Subdivision Traffic Impact Study 3 Figure 1: Vicinity Map rt, r Y • p I, CC Jti ya p WCR46 PROJECT LOCATION WCR 44 • tt Q 0 • 43 n t b .ti. r«> �He M(h,tl ASh M.re' -°a a OuiO, +M 1r♦ Co& P.n.: f1.44h..) a ss" 47 /5 WCR 42 9r► 4851 • -4677 I 4 •4.1 .4 1/4 1 I Q U I ih 1"• r • 4 Timmerman First Subdivision Traffic Impact Study Page 4 Figure 2: Site Plan TB/MERMAN FIRST SUBDIVISION 1N THE SE1/4 OF SEC13. T4N. R65W OF THE 6TH P M WELD COUNTY. CO 11111 I L • Si... ..1•01.. • 0•10 las I f I ...alai.... •..t.•_- a.. as ai ansiti SKETCH PLAN T r 7 I 1 • t• gismo,. oat • t —...W — -. .w. ina Malt •asst — S S. s se ..�-�._«�—. C • t. 'Or wf1{raJ.r a. a teWat ...ALP.—. • - ' Saa are Maa i ',PACT ux4.-o, • a.. \'VteTY ,T as r ....w......•••w,.- • ......o.•.&mamb.. ---.�Y. • .. .• aeliNialad•O Sib r.✓fY Ilassealt MIS memos -,- SK -1 Timmerman First Subdivision Traffic Impact Study Page 5 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 Timmerman First Subdivision consists of a variety of proposed land uses Vehicular access to the project site is proposed from a full -movement access point to CR 44 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 9,h Edition Trip Generation Report average trip rates. The proposed project is anticipated to generate approximately 4,829 daily weekday trips, 246 AM total peak hour trips, and 270 PM total 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. Timmerman First Subdivision 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 2020 horizon. These background (2020) and short range (2020) total traffic volumes are shown in Figure 4 and Figure 7 respectively. The short range analysis year 2020 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). 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 2010 Edition of 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 2010 Highway Capacity Manual are provided in Appendix B. Timmerman First Subdivision Traffic Impact Study Page 7 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2020 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 2020 Short Range Total Peak Hour Operation. 5.3 Auxiliary Lane Requirements 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, and a right -turn acceleration lane is required at an intersection with a projected peak egress turning volume greater than 50 vph. Based upon the projected traffic of the development, the State Highway Access Code (SHAC), and Weld County criteria, the following are the auxiliary lane recommendations for the project. • An eastbound left -turn lane is required at the CR 44/Site Access intersection • A westbound right -turn lane is required at the CR 44/Site Access intersection The left -turn deceleration lane should be a total of approximately 435' long (180' bay taper + 255' full width) with a 12' minimum lane width. The right -turn deceleration lane should be a minimum of 330' long (180' bay taper + 150' full width) with a 12' minimum lane width. Timmerman First Subdivision Traffic impact Study Page 8 Table 1: Trip Generation (ITE Trip Generation, 9t Edition) ITE Code Land Use Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Size Rate Total Rate % In In % Out Out Total Rate % In In % Out Out Total 853 C -Store w/ Gas Pumps 8 FP 542.6 4,341 16.57 50% 66 50% 66 133 19.07 50% 76 50% 76 153 110 Light Industrial 70 KSF 6.97 488 0.92 88% 57 12% 8 64 0.97 12% 8 i 88% 60 68 810 Farm Store 35 KSF _ N/A 1.4 47% 23 53% 26 49 1.4 47% 23 53% 26 49 Total 4,829 146 100 246 107 162 270 KSF = Thousand Square Feet FP = Fueling Position Timmerman First Subdivision Traffic Impact Study Page 9 Figure 3: Recent Peak Hour Traffic a) Cr 0 to N MN NCcoco E 1 1 T 8/23 < 24/35 29/25 21/28 T 18/40 > 14/20 4, CID wl.M LID co r- ;_ -•MO NLOT- 00 r— CR44 Legend AM/PM Timmerman First Subdivision Traffic Impact Study Page 10 Figure 4: 2020 Background Traffic O) ‘73- cr U V T 8/24 < 25/37 30/26 22/29 T 19/42 15/21 N, -rd- CDC r Nor O) r CR 44 Legend AM/PM Timmerman First Subdivision Traffic Impact Study Page 11 Figure 5: Trip Distribution Site Access X15%> Project Site 0) U 10% A 0 0 V CR 44 Timmerman First Subdivision Traffic Impact Study Page 12 Fiqure 6: Site Generated Traffic cc ict CO N C CO Site Access Project Site 124/91 C) a 15/11 22/16. 37/58 7/14 41/66 CO cc CR 44 Legend AM/PM Timmerman First Subdivision Traffic Impact Study Page 13 Figure 7: 2020 Short Range Total Traffic Site Access co tM Nr t j lf) �co Project Site 124/91 63/110 Co CO N CO 0 /1\ 8/24 < 40/48 30/26 22/16 T 56/92 - 59/87 26/56 56/87 4 CO a) T- CR 44 Legend AM/PM Timmerman First Subdivision Traffic Impact Study Page 14 Table 2: Recent Peak Hour Operations Intersection Level of Service (LOS) Movement AM PM LOS LOS CR 44/CR 49 EB Left B C EB Thru B C EB Right A A EB Approach B C WB Left B C WB Thru B C WB Right 4 A A WB Approach B C NB Left A A NB Thru A A NB Right A A NB Approach A A SB Left A A SB Thru A A SB Right A A SB Approach A A Overall A A Timmerman First Subdivision Traffic Impact Study Page 15 Table 3: 2020 Background Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 44/CR 49 EB Left B C EB Thru B C EB Right A A EB Approach B C WB Left B C WB Thru ti C WB Right A A , WB Approach B C NB Left A A NB Thru A A NB Right A A NB Approach A A SB Left A A SB Thru A A SB Right A A SB Approach A A Overall A A Timmerman First Subdivision Traffic Impact Study Page 16 Table 4: 2020 Short Range Total Peak Hour Operations Intersection Level of Service (LOS) Movement AM PM LOS LOS CR 44/CR 49 EB Left C E EB Thru C C EB Right A A EB Approach C D WB Left C D WB Thru C C WB Right A A WB Approach C C NB Left A A NB Thru A A NB Right A A NB Approach A A SB Left A A SB Thru A A SB Right A A SB Approach A A Overall A A Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 44/Site Access EB Left A A EB Thru A A EB Approach A A A WB Thru A WB Right A A WB Approach A A SB Left B B SB Right A A SB Approach B B Overall A A Timmerman First Subdivision Traffic Impact Study Page 17 6 0 Findings Based upon the analysis presented in this TIS, the proposed project will be able to be successfully meet Weld County's requirements with the below recommended street improvements. All intersections are projected to operate acceptably upon development of the proposed project. See Appendix E for Synchro 9 outputs. Based upon the projected traffic of the development the following are the auxiliary lane recommendations for the project. • An eastbound left -turn lane is required at the CR 44/Site Access intersection • A westbound right -turn lane is required at the CR 44/Site Access intersection The left -turn deceleration lane should be a total of approximately 435 long (180' bay taper + 255' full width) with a 12' minimum lane width. The right -turn deceleration lane should be a minimum of 330' long (180' bay taper + 150' full width) with a 12' minimum lane width. Timmerman First Subdivision Traffic Impact Study Page 18 APPENDICES: Timmerman First Subdivision Traffic Impact Study Page 19 Appendix A: Traffic Counts Traffic Counts County Rd 49 and County Rd 44 Intersection Point AM - 15 Minute Summary Time Scgmse Westbound: CR 44 E a ntbound' 04 Total East/West Southbound: CR 49 Northbound: CR 49 later Left — Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total North/South 7:15 2 3 ` 10 6 6 4 i 16 2. r 41 4- 52 7 45 6% 58 11 r 7:90 12 2 q 1» s 3 5 r 1( 26 1 34. 37 81 $6 2\ oa 103 7:451 S, 9 0 14 T S 2 14 28 0 41 43 ` 44 1 491 92 8:0C‘ 6 T 1 ir 14\ 3` 1� 21 3 1 39 6 44 1 Sl 90 8:35 o 10 9 r 0 , 19 i 3 8 1 14 33 1 � 38 4 43 6 29 136 7y 8:3O s 8 i 16 1 1 4 15 31 1 27 i 14 7 59 3 69S 98 8:45 Z 6 3_ 11 5 3 4 13 24 2/ 44 2 43 7 49 3 r 59 10/ 800 I 61 2 181 11 17 96� 41 PHF 0.61 0.24 U.41 0.661 0.71 U.45 O./ U1 U.83! U.8441 D.31 0 81� 0.54 1 C 0.661 0 88 0.42 0.7 0.91 County Rd 49 and County Rd 44 Intersection Point PM - 15 Minute Summary 16:00 3 5 1 r 1\ 6 4 11 20 2 25 7 29 2 29 0 31' 60 16.15 g 5 6 17 w 5 12 z2 39 Orr 51 r 3 54 15. /4 2 86 1411 16:30 2 8 3 13 3 5 4 12 25 1/ l9/ 2 42 12 79 ; 94 136 16:45 11 7'r 22 5 lb 25 41 2 48 3 53 11 w 85 3 99 152 17:15 4 10 6 20 8 7 5 20 40 1 74 3 78 i 72 3 91. 169 17:30 6 9 2' 17 9 $ 3 201 37 3` 49 3' 55` 1% 70 4\ 87 142 17:45 7 7_ 6 20 2 3 2 7 27 0 38/ 3 41 11 58 3 72 113 5.45 284 1 35 63# 8 22 131 74 54 33 13 649 PHF 0.57 0 0.521 0.86 0 71 0 0.6031 0.840 911 0 671 a 710.81 0.79 0 84 0.71 0,81 0801 0.87 - Peak Hour = Peak 15 Minutes p \ Fetzer Engineering, LW ,:ii ,' Timmerman First Subdivision Traffic Impact Study Page 20 County Rd 49 and County Rd ♦4 Intersection Pedestrians and Bicycles Pedestrians on Crosswalk PM 2S Minute Summary Westbound C# 44 tarboul CS 44 lootroou.rd CS 49 NatfiOO.4t a 4 tan New Nord, South IotaF North Saab Taut last West Total teat Wert TOW 7 JO I J V 0 711 a c u S C r, ,t .— u IA; 0 C J A OC U C J I 15 0 Y 0 0 4 SC 0 0 0 0 6 t!. 0 0 0 3 ..tots J ' , 0- 0 o 1 u Bicycles on Crosswalk PM - 15 Minute Summary torte Cpl wetteua,nt a N tattound- Ca 44 1rt.uthOwn4 CA 4! N4Rha0urd a 41 North sad Total North Saudu Total Last West total tact Wort tats / t)0 0 t• u 7.t, a o 0 7s, O 3 J IC C 0 a SS; 1 0 1, n 4 15 0 0 •J e 10 0 II M 45 0 c r lit J L 0 a 4 i _ Pedestrians on Crosswalk PM - 1S Minute Summary Tktttae Wee oie4 CAN tutto.n. G M 4, std. e.d CS 47 I Narthaeared ca is North South tali Math South Taal tan West total tat Welt Tod 11..90 J 0 J 14:. C U 0 G sc u . J ti a•• 0 v :700 0 u 7 17 15 0 U 0 :7_30 0 L' 0 0 OAS 0 a 0 I Ugh 7 Cr 0 0 a 3 0 0 J Bicycles on Crosswalk PM -15 Minute Summary Tr,. wastbett.l a N ta,tto,v.o CM N d a Souttiboura9 Norta.Jna ad. St taco•° North South Tula lecrt► South teat too Sett total tact weft Tots lb 00 0 0 1fr.i: 0 a 0 tt 30 0 U - 0 16 45 0 w - 0 1700 J y 0 u 1/.1: 0 it 0 IrAQ 0 0 . 0 17.45 .. 0 10. -ii '.i V .1 11 L. L ♦ O DV %cic, Cattail ink Uxa 171J2u2a : ate 7.74'1016 MAIM Fat:r*. P i ::6S tr. n takes G, l.,Masco C r. *LAM IPIJO 5Ira HWain meat; *curl a•aptte 11C r01 taaa tin 700 6.144 1, .., 400 4. On pay tAu‘ttay _W, Mesta. (stria Kr SO (v4044• 4 7tlaerp•r 7.aT N44.`) Timmerman First Subdivision Traffic Impact Study Page 21 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 >10and ≤20 _. >10and ≤15 C >20and≤35 >15and ≤25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F >80 >50 I - Timmerman First Subdivision Traffic Impact Study Page 22 Street View (Google) Timmerman First Subdivision Traffic Impact Study Page 24 Appendix D: Weld County Functional Classification Map WCR 301 WCR 281 r. WCR s� a — .06. S Legend m Highway Paved Local Gravel Local a 4 -Lane Controlled -Access County Highway 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. ass Timmerman First Subdivision Traffic Impact Study Page 25 Appendix E: HCM Calculations (SYnchro Version 9.1 Timmerman First Subdivision Traffic Impact Study Page 26 Recent AM Traffic Kellar Engineering LLC 3:CR44&CR49 03/1212018 Intersection nt Delay. s/veh Movement 28 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configuraf ons Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds. #rhr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) et r 21 18 14 21 18 14 0 0 0 Stop Stop Stop Free 260 - 120 85 2 25 Minor2 500 219 281 7.12 6.12 0 0 85 2 21 486 219 267 6.52 552 6.12 5 52 3.518 4.018 481 481 783 722 726 688 451 470 451 470 769 719 683 675 EB 13.2 B 85 2 16 at 29 24 8 29 24 8 0 0 0 Stop Stop Stop - - Free 202 - 110 85 2 34 0 C 85 2 28 85 2 9 r 21 185 10 21 185 10 0 0 0 Free Free Free None 760 410 0 - 0 85 85 85 2 2 2 25 218 12 T r 4 178 15 4 178 15 0 0 0 Free Free Free None 700 400 0 - 0 85 85 2 2 5 209 Minorl Major' Major2 496 486 267 267 229 219 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 0 484 481 0 738 688 0 774 722 460 470 460 470 724 675 748 719 WB 13.3 B 0 0 0 85 2 18 209 0 0 218 0 0 4.12 - 4.12 2.218 1362 1362 NB 0.7 NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR 1362 0.018 7.7 A 0.1 - 451 470 0.055 0.045 - 13A 13 B B 0.2 0.1 - 460 470 - 0.074 0.06 0 13.5 13.1 A B B - 0.2 0.2 - 1352 - 0.003 0 7.7 A A 0 2.218 1352 1352 SB 0.2 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report Recent PM Traffic Kellar Engineering LLC 3:CR44&CR49 03/12/2018 Intersection Int Delay, s/ven Movement 39 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL S8T SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, Peak Hour Factor Heavy Vehicles, % Mvmt Flow 28 40 20 28 40 20 0 0 0 Stop Stop Stop Free 260 - 120 88 2 32 0 0 88 2 45 88 2 23 T r 25 35 23 25 35 23 0 0 0 Stop Stop Stop Free 202 - 110 86 2 29 0 0 86 2 41 86 2 27 at r 56 334 13 56 334 13 0 0 0 Free Free Free None 760 - 410 88 2 64 0 0 85 2 393 85 2 15 t 1w 8 225 13 8 225 13 0 0 0 Free Free Free None 700 400 0 0 85 85 85 2 2 2 9 265 15 Major/Minor Minor2 Minor! Majorl Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 825 804 284 284 541 520 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 292 316 723 676 525 532 250 298 250 298 687 671 459 506 EB 0 0 0 826 804 520 520 306 284 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 291 316 539 532 704 676 246 298 246 298 512 506 651 671 WB 0 0 0 265 0 0 4.12 - - 2.218 - 1299 1299 NB 393 0 0 4.12 2.218 1166 1166 SB HCM Control Delay. s HCM JCS 20.1 C 20.1 C 1.1 0.3 Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3W8Ln1V/Blen2WBLn3 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1299 0.049 7.9 A 0.2 - 250 298 - 0.127 0.153 - 21.5 19.2 - C C - 0.4 0.5 - 246 298 - 0.118 0.137 0 21.6 19 A C C - 0.4 0.5 - 1166 - 0.008 0 8.1 A A 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2020 Background AM Traffic Kellar Engineering LLC 3:CR44&CR49 C3/12120'8 Intersection nt Delay, s/veh Movement 2.7 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, Peak Hour Factor Heavy Vehicles. 1/0 Mvmt Flow 22 22 0 Stop 260 92 2 24 t r T 19 15 30 25 8 19 15 30 25 8 0 0 0 0 0 Stop Stop Stop Stop Stop Free - - Free 120 202 - 110 0 - 0 Q 0 92 92 92 92 92 2 2 2 2 2 21 16 33 27 9 + r 22 194 11 22 194 11 0 0 0 Free Free Free None 76C 410 0 - 0 92 92 92 2 2 2 24 211 12 T 4 187 16 4 187 16 0 0 0 Free Free Free - None 700 - 400 0 - 0 92 92 92 2 2 2 4 203 17 Major/Minor Minor2 Minor1 Majorl Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 484 471 212 212 272 259 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 493 491 790 727 734 694 464 481 464 481 776 725 692 682 481 471 259 259 222 212 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 0 495 491 0 746 694 0 780 727 471 481 471 481 733 682 756 725 203 4.12 2.218 0 136 0 0 1369 2'1 0 0 4.12 2.218 1360 1360 Approach EB WE NB SB HCM Control Delay. s HCM LOS 13 B 13 1 B 0.7 0.1 Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1369 0.017 7.7 A 0.1 464 481 0.052 0.043 13.2 12.8 B B 0.2 0.1 - 471 481 - 0.069 0.056 C 13.2 12.9 A B B - 0.2 0.2 - 1360 - 0.003 0 7.7 A A 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2020 Background PM Traffic Kellar Engineering LLC 3:CR44&CR49 03/12/2018 Intersection Int Delay, s/veh 3.9 Movement. EBL . EBT EBR WBL WBT WBR NBL NBT 'NBR SBL SBT SBR t it 59 351 14 59 351 14 0 0 0 Free Free Free - None 760 - 410 0 - - 0 92 92 92 2 2 2 64 382 15 Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor 29 29 0 Stop 260 92 2 32 Minor2 t 42 42 0 Stop 0 0 92 2 46 r 21 21 0 Stop Free 120 92 2 23 t r 26 37 24 26 37 24 0 0 0 Stop Stop Stop - - Free 202 - 110 0 0 92 92 92 2 2 2 28 40 26 Minor1 Majorl 8 236 14 8 236 14 0 0 0 Free Free Free - None 700 - 400 0 - 0 92 92 92 2 2 2 9 257 15 Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s 19.6 HCM LOS 804 784 274 274 530 510 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 301 325 732 683 533 538 259 307 259 307 696 678 467 512 EB. 0 0 0 807 784 510 510 297 274 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 300 325 546 538 712 683 255 307 255 307 519 512 659 678 WB 257 0 0 4.12 2.218 0 1308 0 0 1308 NB 382 0 0 4.12 2.218 1176 1176 SS Minor Lane/MajorMvmt C 19.5 C 1.1 NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR, Capacity (veh/h) 1308 HCM Lane V/C Ratio 0.049 HCM Control Delay (s) 7.9 HCM Lane LOS A HCM 95th %tile Q(veh) 0.2 - 259 307 - 0.122 0.149 - 20.8 18.8 - C C - 0.4 0.5 - 255 307 - 0.111 0.131 0 20.9 18.5 A C C - 0.4 0.4 - 1176 - 0.007 0 8.1 A A 0 0.3 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2020 Short Range Total AM Traffic Kellar Engineering LLC 03/12/2018 3:CR44&CR49 Intersection Int Delay, s/veh 4 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #ihr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Row t 59 26 56 59 26 56 0 0 0 Stop Stop Stop Free 260 - 120 92 2 64 0 0 92 2 28 92 2 61 t r 30 40 8 30 40 8 0 0 0 Stop Stop Stop Free 202 - 110 0 0 92 92 92 2 2 2 33 43 9 80 194 11 80 194 11 0 0 0 Free Free Free - None 760 - 410 0 - 0 92 92 2 2 87 211 92 2 12 4 187 67 4 187 67 0 0 0 Free Free Free None 700 400 0 - 0 92 92 2 2 4 203 92 2 73 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocKed, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 619 597 212 212 407 385 7.12 6.52 6.12 552 6.12 5.52 3.518 4.018 401 416 790 727 621 611 348 388 348 388 740 725 537 572 0 0 0 611 597 385 385 226 212 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 406 416 638 611 777 727 364 388 364 388 597 572 745 725 203 0 0 4.12 2218 0 1369 0 0 1369 211 0 0 4.12 2.218 1360 1360 Approach EB WB NB SB HCM Control Delay, s HCM LOS 16.9 C 15.6 C 2.2 01 Minor Lane/Major Mvmt NBL NBT NBREBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1369 0.064 7.8 A 0.2 - 348 388 0.184 0.073 17.7 15 C C 0.7 0.2 - 364 388 - 0.09 0.112 0 15.9 15.4 A C C - 0.3 0.4 - 1360 - 0.003 0 7.7 A A 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2020 Short Range Total AM Traffic Kellar Engineering LLC 6: CR 44 & Site Access 03,12/20"8 Intersection Int Delay, s/veh Movement 32 EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #ihr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, '/o Mvmt Flow 22 22 0 Free 255 85 2 26 T 56 56 0 Free None 0 0 85 2 66 T 63 124 63 124 0 0 Free Free - None - 150 0 0 85 85 2 2 74 146 r 85 15 85 15 0 0 Stop Stop None 90 0 0 85 2 100 85 2 18 Major/Mincr Majors Major2 Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 74 0 4.12 2.218 1526 1526 0 192 74 118 6.42 5.42 5.42 3.518 797 949 907 783 783 949 892 74 6.22 3.318 988 988 Approach EB WB SB HCM Control Delay. s HCM LOS 2.1 101 B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1526 0.017 7.4 A 0.1 - 783 988 - 0.128 0.018 - 10.3 8.7 - B A - 0.4 0.1 HCM 2010 TWSC Sean Kellar, PE PTOE Synchro 9 Report 2020 Short Range Total PM Traffic Kellar Engineering LLC 03/12/2018 3:CR44&CR49 Intersection 1nt Delay, s/veh Movement 7.3 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, °A) Mov Cap -1 Maneuver :'Nov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 11 87 87 0 Stop 260 92 2 95 Minor2 T 56 56 0 Stop 0 0 92 2 61 903 877 274 274 629 603 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 258 287 732 683 470 488 203 261 203 261 670 678 380 447 EB 31.7 D r 87 87 0 Stop Free 120 92 2 95 0 0 0 26 26 0 Stop 202 92 2 28 Minorl 907 603 304 7.12 6.12 6.12 3.518 257 486 705 T 48 48 0 Stop 0 0 92 2 52 877 603 274 6.52 5.52 5.52 4.018 287 488 683 197 261 197 261 445 447 637 678 WB 23.6 C 24 24 0 Stop Free 110 92 2 26 0 0 0 102 351 14 102 351 14 0 0 0 Free Free Free None 760 410 0 - 0 92 92 2 2 111 382 Majors 92 2 15 257 0 0 4.12 2.218 - 1308 - 1308 NB 1.7 NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR 1308 0.085 8 A 0.3 - 203 261 - 0.466 0 233 - 37.3 22.9 - E C - 2.2 0.9 - 197 261 - 0 143 0.2 0 26.3 22.2 A D C - 0.5 0.7 - 1176 - 0.007 0 8.1 A A 0 t r 8 236 51 8 236 51 0 0 0 Free Free Free - None 700 - 400 0 - 0 92 92 2 2 9 257 Major2 92 2 55 382 0 0 4.12 2.218 1176 1176 SB 0.2 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2020 Short Range Total PM Traffic Kellar Engineering LLC 6: CR 44 & Site Access 03/12/2018 Intersection Int Delay, s/veh Movement 41 EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 16 16 0 Free 255 T 92 92 0 Free None 0 - 0 85 85 2 2 19 108 T r 110 91 110 91 0 0 Free Free None 150 0 0 85 85 2 2 129 107 138 24 138 24 0 0 Stop Stop None 90 0 0 85 2 162 85 2 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 129 0 4.12 2.218 1457 1457 C 275 129 129 146 6.42 6.22 5.42 5.42 3.518 3 318 715 921 897 881 - 706 706 897 870 921 Approach EB WB SB HCM Control Delay s HCM LOS 1.1 11.2 6 Minor Lane/Major Mvmt EBL EST WBT WBRSBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1457 0.013 7.5 A 0 706 921 - 0.23 0.031 - 11.6 9 - B A - 0.9 0.1 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report - I \ 'I, \ \ \ Si ( „maintain \ \ �► \ \ Ili JAI :II • 441404 aim ...4=14. se - - h I cart \ \ �[ MP SP NI USW. a • \ \ \ \ \ \ \ a j1 S•S* . \ ,- I '_OPOOE000Tur'E aCJ•,M ie ..• tOtNl M WC, a. en,. TIMMERMAN FIRST SUBDIVISION ,%N trrr. .1 aa. ra �o�+rs�� o�,aT� �_a•,�7w; SKETCH PLAN I i t.4 wtfMwl w .• • • • . _.,• •. M - oa- - —M •.. I IN THE SE1/4 OF SEC13, T4N, R65W OF THE 6TH P.M., WELD COUNTY, CO Sa00•••ItMWawt YAMIta .. as V - Ir•. M.tn. _armsmoan 1 .8811a I LOT 2 (4 IC ICJ PPOP06EC LOT UUNE rOM••.tM 71.1 , I 'CT t 0111.80 • Ia coarearia. M. RS, IND ell CP•••••• .. \ ... •sssse.AsMIM / 0 W 4• - a i• , • .�• — • 1 -- VICINITY MAP .ti • mIt •.44 4_s pct LOCADON SIP -I C •i41 -1010 I, :r. .rr • • ▪ %• stomas a. JIY+_..J IS ft" AtIvralet:=2": 4 • TYPICAL ROAD SECTION ISO ..w II. Fakirs al le•alope 41•4 • ▪ .4• anal I •w•••tw••: .I I ▪ �• a•. a4.— .r« _as_ MIN 4404 aimed t•lai 1444.8•444.444 *Mao a arra-saK••11. wwr,••• .o tin, ,'cry • I I 1 1 t I i ill: • 1I i 8 II DEVELOPERS or AGRICULTURE MOM' Iwo.». Sit ISO. &SW CO $063' ,Ills r Ilitt• \'a TIMMERMAN FIRST SUBDIVISION SKETCH PLAN NEamotn. Y. co sHEET SK -1 AGPROfessionals \I IUI'I k'ic)E,\(.i(i(:(1 (till Pavement Study Weld County PUD Change of Zone Application Prepared for T3 Land & Investment, LLC v SO March 2, 2018 AgProfessionals, LLC 3050 67th Avenue, Suite 200 Greeley, Colorado 80634 Attn: Ms. Deanne Frederickson LOGIC Re: Geotechnical Subsurface Exploration and Pavement Design Report T3 Land & Investments LLC Industrial/Commercial Development Roadway Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project # 18-1040 Ms. Frederickson: Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface exploration and pavement section design you requested for the local industrial roadway to be constructed as part of the referenced project in Weld County, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations arc included with this report. The purpose of our exploration was to describe the subsurface conditions encountered in the completed site borings and develop the test data necessary to provide pavement section design recommendations for construction of the subject roadway. The conclusions and recommendations outlined in this report are based on results of the completed field and laboratory testing and our experience with subsurface conditions in this area. The local industrial roadway to be constructed as part of this project is located northwest of the intersection of County Roads 49 and 44 in a part of the Southeast 'A of Section 13, T4N, R65W of the 6th P.M. in Weld County, Colorado. Virtually no vertical realignment is anticipated to develop finish site grades along the proposed alignment. Soilogic, Inc. 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144 P.O. Box 1121 • Hayden, CO 81639 • (970) 276-2087 Geotechnical Subsurface Exploration and Pavement Design Report T3 Land & Investments LLC Industrial/Commercial Development Roadway Weld County (LaSalle), Colorado Soilogic Project # 18-1040 2 FIELD EXPLORATION To develop subsurface information for use in pavement design, two (2) soil borings were extended to a depth of approximately 10 feet below present site grade at approximate 500 foot intervals along the roadway alignment. The boring locations were established in the field by Soilogic personnel by referencing a site plan provided by the client and by pacing and estimating angles and distances from identifiable site references. The boring locations should be considered accurate only to the degree implied by the methods used to make the field measurements. A diagram indicating the approximate boring locations is included with this report. Graphic logs of each of the auger borings are also included. The test holes were advanced using 4 -inch diameter continuous -flight auger powered by a truck -mounted CME-45 drill rig. Samples of the subsurface materials were obtained at regular intervals using California barrel sampling procedures in general accordance with ASTM specification D-1586. As part of the D-1586 sampling procedure, standard sampling barrels are driven into the substrata using a 140 -pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers a distance of 12 inches is recorded and helpful in estimating the consistency, relative density and/or hardness of the soils and/or bedrock encountered. In the California barrel sampling procedure, lesser disturbed samples are obtained in removable brass liners. Samples of the subsurface materials obtained in the field were sealed and returned to the laboratory for further evaluation, classification and testing. LABORATORY TESTING The samples collected were tested in the laboratory to measure natural moisture content and visually and/or manually classified in accordance with the Unified Soil Classification System (USCS). The USCS group symbols are indicated on the attached boring logs. An outline of the USCS classification system is included with this report. Classification of bedrock was completed through visual and tactual observation of disturbed samples. Other bedrock types could be revealed through petrographic analysis. As part of the laboratory testing, a calibrated hand penetrometer (CHP) was used to estimate the unconfined compressive strength of essentially cohesive specimens. The Geotechnical Subsurface Exploration and Pavement Design Report 1.3 Land & Investments LLC Industrial/Commercial Development Roadway Weld County (LaSalle), Colorado Soilogic Project # 18-1040 3 CHP also provides a more reliable estimate of soil/bedrock consistency than tactual observation alone. Dry density, Atterberg limits, -200 wash and swell/consolidation tests were completed on selected samples to help establish specific soil/bedrock characteristics. Atterberg limits tests are used to determine soil/bedrock plasticity. The percent passing the #200 size sieve (-200 wash test) is used to determine the percentage of fine grained materials (clay and silt) in a sample. Swell/consolidation tests are performed to evaluate soil/bedrock volume change potential with variation in moisture content. The results of the completed laboratory tests are outlined on the attached boring logs and swell/consolidation summary sheets. Water soluble sulfates (WSS) and pH tests are currently being completed on two (2) selected soil samples to evaluate corrosive soil/bedrock characteristics with respect to concrete pavement elements and buried lead, iron and steel in contact with the subgrade soils and results will be provided when they become available. SUBSURFACE CONDITIONS The subsurface materials encountered in the completed site borings can be summarized as follows. Approximately 3 to 6 of vegetation and topsoil was encountered at the surface at the boring locations. At the location of boring B-1, the vegetative soil layer was underlain by approximately 12-24 inches of sand and gravel underlain by grey/beige/olive/rust siltstonc/sandstone with interbedded claystone. The bedrock varied from firm to hard in terms of relative hardness, exhibited low swell potential at in -situ moisture and density conditions and extended to the bottom of this boring at a depth of approximately 10 feet below present site grade. At the location of boring B-2, the vegetative sol layer was underlain by dark brown to brown clayey to silty sand which varied to sandy lean clay in places. The clayey to silty sand/sandy lean clay varied from loose to medium dense in terms of relative density of from medium stiff to stiff in terms of consistency, exhibited no to low swell potential at in -situ conditions and extended to the bottom of boring B-2 at a depth of approximately 10 feet below ground surface. The stratigraphy indicated on the included boring logs represents the approximate location of changes in soil and bedrock types. Actual changes may be more gradual than those indicated. Geotechnical Subsurface Exploration and Pavement Design Report "I'3 Land & Investments LLC IndustriaUCommercial Development Roadway Weld County (LaSalle), Colorado Soilogic Project /1 18-1040 4 Groundwater was not encountered in the completed site borings at the time of drilling. Groundwater levels will vary seasonally and over time based on weather conditions, site development, irrigation practices and other hydrologic conditions. Perched and/or trapped groundwater conditions may also be encountered at times throughout the year. Perched water is commonly encountered in soils overlying less permeable soil layers and/or bedrock. Trapped water is typically encountered within more permeable zones of layered soil and bedrock systems. The location and amount of perched/trapped water can also vary over time. ANALYSIS AND RECOMMENDATIONS Roadway Subgrade Development The siltstone/sandstone bedrock and clayey to silty sand subgrade soils encountered in the completed site borings exhibited no to low swell potential at in -situ moisture and density conditions, and in our opinion, could be used for direct support of the roadway pavements. All existing vegetation and topsoil should be completely removed from the roadway and any proposed fill areas. After stripping and completing all cuts and prior to placement of any fill or aggregate base course, we recommend the exposed subgrade soils be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the scarified subgrade soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture content at the time of compaction. If fly ash stabilization of the pavement subgrade soils will be completed, reconditioning of the subgrade soils prior to fly ash treatment would not be required. Fill soils required to develop the roadway embankment should consist of approved low volume change (I,VC) soils free from organic matter, debris and other objectionable materials. The site sand and gravel, thoroughly processed siltstone/sandstone bedrock and clayey to silty sand could be used as fill to develop the roadway embankment. Bedrock fragments should be processed to less than three (3) inches in any dimension prior to use as fill. We recommend suitable fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as outlined for the scarified subgrade soils above. Geotechnical Subsurface Exploration and Pavement Design Report T3 Land & Investments LLC Industrial/Commercial Development Roadway Weld County (LaSalle), Colorado Soilogic Project # 181040 5 Care should be taken to avoid disturbing the developed subgrade soils prior to paving. In addition, efforts to maintain the proper moisture content in the subgrade soils should be made. If subgrade soils are disturbed by the construction activities or allowed to dry out or become elevated in moisture content, those materials should be reworked in place or removed and replaced prior to surfacing. Proof -rolling of the roadway subgradc soils should be completed prior to paving to help identify any areas of soft/unstable soils. Those areas identified as unstable would need to be mended prior to paving. Isolated areas of instability can be mended on a case by case basis. If more extensive areas of subgrade instability are observed and depending on the time of year when construction occurs and other hydrologic conditions, stabilization of the subgrade soils may become necessary to develop a suitable paving platform. Based on the materials encountered in the completed site borings and results of laboratory testing, it is our opinion fly ash stabilization of the pavement subgrades could be completed to develop a suitable paving platform. With the increase in support strength developed by the stabilization procedures, it is our opinion the zone of stabilized subgrade could be included in the pavement section design, reducing the required thickness of overlying aggregate base course and asphaltic concrete. Pavement section design options incorporating some structural credit for the fly ash stabilized subgrade soils are outlined below in Table 1. Fly ash stabilization can eliminate some of the uncertainty associated with attempting to pave during periods of inclement weather. If fly ash stabilization will be completed, we recommend the addition of 12% class 'C' fly ash based on component dry unit weights. A 12 -inch thick stabilized zone should be constructed by thoroughly blending the fly ash with the in -place subgrade soils. Some "fluffing" of the finish subgrade level should be expected with the stabilization procedures. The blended materials should be adjusted to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density within two (2) hours of fly ash addition. Pavement Design Site pavements could be supported directly on stable reconditioned subgrade soils or fly ash treated subgrade soils developed as outlined above. The pavement subgrade soils arc Geotechnical Subsurface Exploration and Pavement Design Report T3 Land & Investments LLC Industrial/Commercial Development Roadway Weld County (LaSalle), Colorado Soilogic Project // 18-1040 6 expected to consist of reconditioned sand and gravel and clayey to silty sand which varied to sandy lean clay in places. A worst case R -value of 5 was estimated for the lean clay subgrade soils and used in pavement section design. Design ESAL's were obtained from local area standards for a local commercial roadway. Serviceability loss and reliability were obtained from current Weld County design standards for a local industrial roadway with a design ESA[, value of 365,000. Outlined below in Table I are proposed pavement section designs for the subject roadway. Alternative pavement sections could be considered and we would be happy to discuss any design alternatives at your request. Pavement design calculations arc also included with this report. TABLE 1 - PAVEMENT SECTION DESIGN Roadway Classification ESAL's Reliability % Loss Resilient Modulus (Mr) Design Structural Number T3 Land & Investment LLC Industrial/Commercial Development Roadway Local Industrial/Commercial 365,000 80% 2.5% 3025 (3.57) Option A — Composite Surface Asphalt (Grading S) Aggregate Base (Class 5 or 6) (Structural Number) 6" (0.44/inch) 9" (0.11/inch) (3.63) Option B — Composite on Fly Ash Surface Asphalt (Grading S) Aggregate Base (Class 5 or 6) Fly Ash Treated Subgrade (Structural Number) 5" (0.44/inch) 7" (0.11/inch) 12" (12 @ .05/inch) (3.57) Asphaltic concrete should consist of a bituminous plant mix composed of a mixture of aggregate, filler, binders and additives if required meeting the design requirements of Weld County. Aggregate used in the asphaltic concrete should meet Colorado Department of Transportation (CDOT) grading S (3/4 inch minus) specifications. Hot mix asphalt designed using "Superpave" criteria should be compacted to within 92 to 96% of the materials Maximum Theoretical Density. Aggregate base should be Geotechnical Subsurface Exploration and Pavement Design Report T3 Land & Investments LLC Industrial/Commercial Development Roadway Weld County (LaSalle), Colorado Soilogic Project 4 18-1040 7 consistent with CDOT requirements for Class 5 or 6 aggregate base, placed in loose lifts not to exceed 9 inches thick, adjusted to within ±2% of the material's standard Proctor optimum moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. Drainage Positive drainage is imperative for satisfactory long term performance of the roadway pavements. Water which is allowed to pond adjacent to site pavements can result in a loss of subgrade support and premature failure of the overlying pavement section. LIMITATIONS This report was prepared based upon the data obtained from the completed site exploration, laboratory testing, engineering analysis and any other information discussed. The completed borings provide an indication of subsurface conditions at the boring locations only. Variations in subsurface conditions can occur in relatively short distances away from the borings. This report does not reflect any variations which may occur across the site or away from the borings. If variations in the subsurface conditions anticipated become evident, the geotechnical engineer should be notified immediately so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any biological or environmental assessment of the site or identification or prevention of pollutants or hazardous materials or conditions. Other studies should be completed if concerns over the potential of such contamination or pollution exist. The geotechnical engineer should be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. The geotechnical engineer should also be retained to provide testing and observation services during construction to help determine that the design requirements are fulfilled. Geotechnical Subsurface Exploration and Pavement Design Report T3 Land & Investments LLC Industrial/Commercial Development Roadway Weld County (LaSalle), Colorado Soilogic Project # 18-1040 8 This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with the generally accepted standard of care for the profession. No warranties express or implied, are made. The conclusions and recommendations contained in this report should not be considered valid in the event that any changes in the nature, design or location of the project as outlined in this report are planned, unless those changes arc reviewed and the conclusions of this report modified and verified in writing by the geotechnical engineer. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further assistance to you in any way, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. Wolf von Carlowitz, P.E. Principal Engineer Reviewed by: Darrel DiCarlo, P.E. Senior Project Engineer FEBRUARY 2018 PROJECT # 18-1040 BORING LOCATION DIAGRAM SO LOGIC T3 LAND & INVESTMENTS PROPERTY PAVEMENTS N NOT TO SCALE SE 1/4 OF SEC13, T4N. R65W OF THE 6TH P.M.. WELD COUNTY. COLORADO T3 SE 1/4 LOG OF BORING B-1 LAND OF & INVESTMENTS SEC13, T4N, R65W OF THE Project March PROPERTY PAVEMENTS 6TH P.M., WELD COUNTY, COLORADO # 18-1040 2018 LOGIC SO Sheet 1/1 rD Iiing Rig CME 45 Water Depth Information Start Cate 2/14/2018 Auger Type 4" CFA During Drilling None Finish Date 2/14/2018 Hammer Type Automatic After Drilling None Surface Elev - Field Personnel: ZG & ZG 24 Hours After Drilling en Estimated Swell % Passing SOIL DESCRIPTION Depth t "N" MC DD chi % Swell @ Pressure Atterberg Limits # 200 Sieve (ft) N (%) (pcf) (psf) 500 psf (psf) LL PI (%) 8" VEGETATION & TOPSOIL • ± 1-2' GRAVEL , 3 CS 27 5.9 100.5 9300+ 2.3% 1900 -• 4 SILTSTONE/SANDSTONE/CI AYSTONF gray, beige olive, rust 6 CS 60/11 3.6 103.8 9000+ 0 6%u 900 - - - firm to hard 6 7 8 10 CS 80/9 14.3 116.2 9000+ - - - BOTTOM OF BORING @ 10 0' I1 12 13 14 16 16 17 18 19 20 21) 22 23 24 26 T3 SE LOG OF BORING 8-2 1/4 LAND OF & INVESTMENTS SEC13, T4N, R65W OF Project THE March PROPERTY 6TH P.M., # 18-1040 2018 COLORADO , LOGIC PAVEMENTS WELD COUNTY, SO Sheet 1/1 Drilling Rig CME 45 Water Depth Information Start Date 2/14/2018 Auger Type 4" CFA During Drilling None Finish Date 2/14/2018 Hammer Type Automatic After Drilling None Surface Elev - Field Personnel ZG & ZG 24 Hours After Drilling to c Estimated Swell % Passing co SOIL DESCRIPTION Depth l "N" MC DD q,, % Swell @ Pressure Atterberg Limits # 200 Sieve (ft) (°%%) (pcf) (psf) 500 psf (psi) LL PI (%) 6" VEGETATION 8 TOPSOIL 1 3 CS 13 7.0 118.0 9000+ 0.1% - 21 1C 27.6% 4 SC-SM CLAYEY to SILTY SAND with GRAVEL to SC -CL varies to SANDY LEAN CLAY with depth dark brown to brown 6 CS 10 9.8 116.8 9000+ None <500 - • loose to medium dense / medium stiff to stiff b S 10 CS 15 13.4 118.0 6000 - - . BOTTOM OF BORING © '0 0' ,1 12 13 14 15 17 17 ,a 19 20 21 22 23 24 26 T3 LAND & INVESTMENTS PROPERTY PAVEMENTS SE 1/4 OF SEC13, T4N, R65W OF THE 6TH P.M., WELD COUNTY, COLORADO Project # 18-1040 March 2018 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-1 @ 2 Sample Description: Gray/Rust Siltstone/Claystone Initial Moisture 5.9% Liquid Limit - Final Moisture 24.4% Plasticity Index - % Swell @ 500 psf 2.3% % Passing #200 - Swell Pressure (psf) 1,900 Dry Density (pcf) 100.5 LOGIC T3 LAND & INVESTMENTS PROPERTY PAVEMENTS SE 1/4 OF SEC13, T4N, R65W OF THE 6TH P.M., WELD COUNTY, COLORADO Project # 18-1040 March 2018 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-1 @ 4 Sample Description: Gray/Olive/Rust Siltstone/Sandstone/Claystone Initial Moisture 3.5% Liquid Limit - Final Moisture 24.6% Plasticity Index - % Swell @ 500 psf 0.5% % Passing #200 - Swell Pressure (psf) 900 I Dry Density (pcf) 103.8 So LOGIC T3 LAND & INVESTMENTS PROPERTY PAVEMENTS SE 1/4 OF SEC13, T4N, R65W OF THE 6TH P.M., WELD COUNTY, COLORADO Project # 18-1040 March 2018 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-2 @ 2 Sample Description: Dark Brown Clayey Sand with Gravel (SC) Swell Only) Initial Moisture 7.0% Liquid Limit 21 Final Moisture 13.7% _ Plasticity Index _ 10 % Swell @ 500 psf 0.1% % Passing #200 27.6% Swell Pressure (psf) - Dry Density (pcf) 118.0 SCM LOGIC T3 LAND & INVESTMENTS PROPERTY PAVEMENTS SE 1/4 OF SEC13, T4N, R65W OF THE 6TH P.M., WELD COUNTY, COLORADO Project # 18-1040 March 2018 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-2 @ 4 Sample Description: Dark Brown Clayey Sand (SC) (Swell Only) Initial Moisture 9.8% Liquid Limit - Final Moisture 14.4% Plasticity Index - % Swell @ 500 psf _ None % Passing #200 - Swell Pressure (psf) <500 Dry Density (pcf) 116.8 SOS LOGIC Pavement Design (AASHTO 1993 Method) Design Inputs CBR. Calculated Mr Sugrade Support Used Reliability r/o) Standard Deviation Initial Serviceability = Terminal Serviceability = Design Serviceability Loss. = 3.0 Asphalt Mr = 5161 psi K Mr = 3025 psi K So = Po = Pt_ .\PSI = Asphalt Layer Coefficients a, = Concrete Compressive Strength Modulus of Elasticity of Concrete Modulus of Rupture of Concrete: Load Transfer ("J" Factor) Drainage Coefficient Pavement Thickness Designs Traffic Category - Flexible Pavement Asphalt Section Traffic (18 kip ESAL) = Flexible Pavement Section AC Surface + Binder Asphalt Base Aggregate Base Subbase Drainage, m 1.0 1.0 80 0.45 4.5 2.0 0.44 0.30 0.11 0.08 Tucker 365,000 D, 6.0 9.0 0.0 Structural Number 3.63 Required Rigid Pavement Section Traffic Category - Rigid Pavement Concrete Section Traffic (18 kip ESAL) = Concrete Thickness, D,,cc 3.57 In in In in Typical Minor Road 160,000 5.08 Concrete 110 250 80 0.35 4.5 2.5 20 PC AC Surface and Binder AC Base Aggregate Base Subbase 4000 3,605 580 3.8 1.0 psi ksi psi See Table 1 See Table 2 Calculated ESALs = 11,868 Solve for SN required I Calculated ESALs = 295,382 Solve for DPCC i Click button to solve for slab TI UNIFIED Criteria for Assigning Group Symbols SOIL and CLASSIFICATION Group Names Using Laboratory Tests" SYSTEM Soil Classification Group Symbol Group Nam& Coarse Grained Sods Gravels Clean Gravels Cu Z 4 and 1 s Cc s 3E GW Well graded gravel More than 50% retained More than 50% of coarse less than 5% fines` Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel` fraction retained on on No 200 sieve No 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravel" ." than 12% fines` Fines classify as CL or CH GC Clayey gravelr';" Sands Clean Sands Cu 2 6 and 1 s Cc s 3' SW Well graded sand' 50% or more of coarse Less than 5% fines° Cu < 6 and/or 1 > Cc > 31 SP Poorly graded sand' fraction passes Nc 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand' More than 12% fines° Fines classify as CL or CH SC Cayey sand""' Fine -Grained Soils Silts and Clays Inorganic PI > 7 and plots on or above 'A' line' CL Lean clay" `" 50% or more passes the Liauid limit less than 50 No 200 sieve PI < 4 or plots below "A' lint ML Silt".`" Organic Liquid limit - oven Organic clay"-"" dried < 0 75 OL Liquid limit - not Organic silt"L"•° dried Silts and Clays Inorganic PI plots on or above 'A' line CH Fat clay ' Liquid limit 50 or more PI plots below "K line MH Elastic silt`-" Organic Liquid limit - oven dried Organic clay" 0 75 OH "' < Liquid limit - not dried Organic silt`--"= Highly organic soils Pnmarily organic matter, dark in color, and organic odor PT Peat "Based on the mater al passing the 3 -in. (75 -mm) sieve -If fines are organic, add "with organic fines' to group name LI If field sample contained cobbles or boulders, or both, add "with cobbles If soil contains > 15% gravel. add "with gravel' to group name. or boulders, or both" to group name J If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. Gravels with 5 to 12% fines require dual symbols GW-GM well graded "'If soil contains 15 to 29% plus No 200, add 'With sand" or 'With gravel with silt, GW-GC well graded gravel with clay. GP -GM poorly gravel," whichever is predominant. graded gravel with silt, GP -GC poorly graded gravel with clay If soil contains 2 30% plus No. 200 predominantly sand. add Sands with 5 to 12% fines require dual symbols: SW-SM well graded "sandy" to group name. sand with silt, SW -SC well graded sand with clay, SP-SM poorly graded MY soil contains z 30% plus No 200, predominantly gravel, add sand with silt, SP -SC poorly graded sand with clay 'gravelly' to group name. P30)2 (D o N PI > 4 and plots on or above "A" line. Cu - Do/Dio Cc = D10 x Deo ° PI < 4 or plots below "A" line z If soil contains > 15% sand, add "with sand" to group name. J PI plots on or above "A" line. "If fines classify as CL -ML, use dual symbol GC -GM, or SC-SM "PI plots below "A" line. ,;r, For classification of fine-gralned soils and fine-grained fraction of coarse -grained soils / / �, so = Equation of "A" - line a Honzontal at PI=4 to LL=25 5 X • then PI=0.73 (LL -20) �ci, >J • ' \�O • ti N 40 w o Equation of "U" - line ? Vertical at 11=16 to P1=7. — �s G O+ 30 then O u) 20 PI=0.9 (LL -8) ,-' O\' , . de 0 j .• i'" II. MHorOH 10 7 �� -• ij� ML OL 4 - or 0 0 10 16 20 30 40 50 SD 70 80 90 DO 110 LIQUID LIMIT (LL) GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1%:" I D., 2" O.D., unless otherwise noted ST: Thin -Walled Tube — 2.5" O.0., unless otherwise noted RS: Ring Sampler- 2.42" I D., 3" O.D., unless otherwise noted CS: California Barrel - 1 92" I.D., 2.5" O.D., unless otherwise noted BS: Bulk Sample or Auger Sample HS: PA: HA: RB: WB: Hollow Stem Auger Power Auger Hand Auger Rock Bit Wash Boring or Mud Rotary The number of blows required to advance a standard 2 -inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18 -inch penetration with a 140 -pound hammer falling 30 inches is considered the 'Standard Penetration" or "N -value". For 2.5" O.D. California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140 -pound hammer falling 30 inches, reported as "blows per inch," and is not considered equivalent to the "Standard Penetration" or "N -value". WATER LEVEL MEASUREMENT SYMBOLS: WL: WCI: DCI. AB: Water Level Wet Cave in Dry Cave in After Boring WS: WD: BC R: ACR: While Sampling While Drilling Before Casing Removal After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size In addition to gradation, coarse -grained soils are defined on the basis of their in -place relative density and fine-grained soils on the basis of their consistency. FINE-GRAINED SOILS Blows/Ft <3 3-5 6-10 11-18 19-36 > 36 (5555) Blows/Ft. 0-2 3-4 5-8 9-15 16-30 > 30 Consistenc Very Soft Soft Medium Stiff Stiff Very Stiff Hard COARSE -GRAINED SOILS Blows/Ft. 0-5 6-14 15-46 47-79 > 79 RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Terms of Percent of Other Constituents Dry Weight Trace < 15 With 15 — 29 Modifier > 30 RELATIVE PROPORTIONS OF FINES Descriptive Terms of Other Constituents Trace With Modifiers Percent of Dry Weight <5 5-12 >12 (SSS_) Blows/Ft. <3 4-9 10-29 30-50 >50 Relative Density Very Loose Loose Medium Dense Dense Very Dense pig Blows/Ft. < 24 24-35 36-60 61-96 > 96 BEDROCK Blows/Ft. < 20 20-29 30-49 50-79 > 79 GRAIN SIZE TERMINOLOGY Consistenc Weathered Firm Medium Hard Hard Very Hard Major Component of Sample Particle Size Boulders Over 12 in. (300mm) Cobbles 12 in. to 3 in (300mm to 75 mm) Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm) Silt or Clay Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Non -plastic Low Medium High Plasticity Index 0 1-10 11-30 30+ SO H LOSIC Sal LOGIC March 9, 2018 AgProfessionals, LLC 3050 67th Avenue, Suite 200 Greeley, Colorado 80634 Attn: Ms. Deanne Frederickson Re: Water -Soluble Sulfate and pH Testing Report T3 Land & Investments LLC Industrial/Commercial Development Roadway Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project # 18-1040 Ms. Frederickson: Soilogic Inc. (Soilogic) has received results of subcontracted water-soluble sulfate (WSS) and pH testing completed for the referenced project. Results of the completed laboratory tests and associated geotechnical engineering recommendations are included with this report. Water-soluble sulfates (WSS) and pH tests were completed by a subcontracted laboratory on two (2) representative samples of the subgrade soils which could be in contact with concrete pavement elements and underground piping. The sulfate concentrations measured in the samples varied from 0.002 to 0.014%. ACI rates the measured concentrations as being a negligible risk of concrete sulfate attack; therefore Type I cement should be suitable for concrete pavement elements. As an added precaution, Type I/II Portland cement could be considered for additional sulfate resistance of concrete pavement elements. The pH test results varied from 7.4 to 7.8 and fall within a "non -aggressive" classification with respect to the degree of aggression of the soils environment to lead, iron and steel. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further assistance to you in any way, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. Wolf von arlowitz, P.E. Principal Engineer Reviewed by: Darrel DiCar o, P.E. Senior Project Engineer Soilogic, inc. 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144 P.O. Box 1121 • Hayden, CO 81639 • (970) 276-2087 itik\\� Colorado • Analytical LABORATORIES INC. Report To: Wolf Von Carlowitz Company:SoiLogic, Inc. 3522 Draft Horse Court Loveland CO 80538 Analytical Results TASK NO: 180302059 Bill To: Wolf Von Carlowitz Company: SoiLogic Inc. 3522 Draft Horse Court Loveland CO 80538 L Task No.: 180302059 Date Received: 3/2/18 Client PO: Date Reported: 3/9/18 Client Project: T3 Land and Investments 18-1040 Matrix: Soil - Geotech Customer Sample ID 1 @ 2ft Lab Number: 180302059-01 Test pH Sulfate - Water Soluble Result 7.8 units 0.014 % Method AASHTO T289-91 AASHTO 1290-91 / ASTM D4327 Customer Sample ID 2@4ft Lab Number 180302059-02 Vest pH Sulfate - Water Soluble Abbreviations/ References: AASHTO • American Assoaabon of State Highway and Transportation Officials ASTM - American Soaety for Testing and Matenals. ASA - American Society of Agronomy DIPRA - Ductile iron Pipe Research Association Handbook of Ductile Iron Pipe Result 7.4 units 0.002% ,, Method AASHTO 1289-91 AASHTO 1290-91/ ASTM D4327 i1, ta DATA APPROVED FOR RELEASE BY 240 South Main Street / Brighton. CO 80601-05(17 / 3113-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315 Page 1 of 2 180302059 ll l AGPROfessionals ;F.\ F.L()PI i:> )E .ac_,K[C.t Li Nl<. Geology Report Weld County PUD Change of Zone Application Prepared for T3 Land & Investment, LLC SO LOGIC March 2, 2018 AgProfessionals, LI.C 3050 67th Avenue, Suite 200 Greeley, Colorado 80634 Attn: Ms. Deanne Frederickson Re: Geology Report T3 Land & Investments LLC Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project # 18-1040 Ms. Frederickson: Soilogic, Inc. (Soilogic) personnel have completed the geologic evaluation you requested for the above referenced parcel. Our evaluation was completed through review of mapped and published information concerning site soil and groundwater conditions. A list of the references reviewed is included with this report. The subject property includes a total of approximately 120 acres located in part of the southeast quarter of Section 13, Township 4 North, and Range 65 West of the 6th Principal Meridian in Weld County, Colorado. We understand the southeast portion of the site may be subdivided to include a total of four (4) commercial lots ranging in size from approximately 3 to 6 acres. Wastewater generated by the commercial buildings will be disposed of through On -Site Wastewater Treatment Systems (OWTS). The subject area of evaluation (approximately 18 acres) located near the northwest corner of County Roads 44 and 49 was observed to be vegetated in grasses and weeds with the an overall slope downward to the northwest with the maximum difference in ground surface elevation across the subject area estimated to be on the order of approximately 35 feet, based on review of topographic maps of the area. The included soil type delineation diagram outlines those soil groupings identified at the site by Weld County Soil Conservation Service (SCS) maps. SCS descriptions of those soil types are included with this report. In general, the near surface soils at this site Soilogic, Inc. 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144 P.O. Box 1121 • Hayden, CO 81639 • (970) 276-2087 Geology Report T3 Land & Investments LLC Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project /1 18-1040 2 consist primarily of low plasticity fine sandy loamy and loamy sands from the Vona series. About 2% of the site located along the northwestern area of evaluation falls within the Nelson series, consisting of fine sandy loamy underlain by weathered bedrock. Geologic maps of the area indicate the overburden soils are underlain by the Laramie bedrock formation from the Upper Cretaceous period consisting of claystone and major coal beds. The depth to bedrock across the site is variable, ranging from approximately 2 feet to greater than 10 feet below ground surface. Mapped information indicates the property is not in an area identified as being flood prone and would be expected to have groundwater depths greater than 6 feet below ground surface. Groundwater was not encountered in two (2) site borings and one (1) test pit excavation to the depths explored (approximately 10 and 8 feet below ground surface respectively) at the time of drilling/excavation as part of the site subsurface exploration. In addition, the subject property falls within an area identified as having the potential for economically recoverable oil and gas resources. Active wells tapping the referenced field exist within and around the referenced parcel. We expect the existing active well sites could be utilized to extract oil and gas resources that may exist beneath the subject area of evaluation through directional drilling procedures such that development of the subject parcel would not impede recovery. Based on our review of published maps (Reference #1), the subject parcel does not fall within those areas identified as having economically recoverable sand and gravel resources. As part of our review, we did not identify any economically recoverable coal or metallic mineral resources on the subject site. During our review of available site data, we did not identify other potential geologic hazards as outlined in H.B. 1041. Geology Report T3 Land & Investments LLC Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project /1 18-1040 3 We appreciate the opportunity to be of service to you on this project. If we can be of further service to you in any way or if you have any questions concerning the enclosed information, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. Wolf von Carlowitz, P.E. Principal Engineer Geology Report T3 Land & Investments LLC Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project # 18-1040 4 REFERENCES 1 Colton R.B. and Harold R. Fitch, 1974, Map Showing Potential Sources of Gravel and Crushed -Rock Aggregate, in the Boulder -Fort Collins -Greeley Area, Front Range Urban Corridor, Colorado: U.S. Geological Survey Miscellaneous Investigation Series Map I -855-D. 2. Colton R.B., 1978, Geologic Map of the Boulder -Fort Collins -Greeley Area, Colorado: U.S. Geological Survey Miscellaneous Investigation Series Map I -955-G. 3. Hershey L.A. and Schneider, Jr. P.A., 1972, Geologic Map of the Lower Cache La Poudre River Basin, Noah -Central Colorado: U.S. Geological Survey Miscellaneous Investigation Series Map 1-687. 4. Hillier D. and Schneider, Jr. P.A., 1979, Depth to the Water Table in the Boulder -Fort Collins -Greeley Area, Front Rangc Urban Corridor, Colorado: U.S. Geological Survey Miscellaneous Investigation Series Map I -855-I. 5. United States Department of Agriculture Soil Conservation Service and Forest Service in Cooperation with Colorado Agricultural Experiment Station, 1980, Soil Survey of Weld County Area, Colorado, Maps 239-812/3. 6. Schneider, Jr. P. A., 1983 Shallow Groundwater in the Boulder -Fort Collins -Greeley Area, Front Range Urban Corridor, Colorado 1975-77: U.S. Geological Survey Water Resources Investigations Report 83-4058. 7 Soil Survey Staff, Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey. Available online at http://websoilsurvey.nres.usda.gov accessed (March 2, 2018). 8. Colorado Oil and Gas Commission, Department of Natural Resources, 2018 https://cogccmap.state.co.us/cogcc_gis_online. Accessed 28 February 2018. Sd LOGIC March 2, 2018 AgProfessionals, LLC 3050 67th Avenue, Suite 200 Greeley, Colorado 80634 Attn: Ms. Deanne Frederickson Re: Preliminary On -Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report T3 Land & Investments LLC Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project # 18-1040 Ms. Frederickson: Soilogic personnel have completed the preliminary test pit observation and site and soil evaluation you requested to determine the suitability of the above referenced property to support On -Site Wastewater Treatment Systems (OWTS). Results of the completed preliminary site and soil evaluation and a diagram indicating the approximate location of the profile test pit are included with this report. On February 27, 2018, and as part of our site OWTS evaluation, Soilogic personnel observed one (1) test pit excavation completed by others on the subject property. A graphic log of the profile test pit is included with this report as test pit TP-1. The materials encountered in profile test pits TP-1 consisted of approximately 6 to 8 inches of vegetation and topsoil underlain by brown Sandy Clay with a Blocky structure shape and a Moderate structure grade (Soil Type 4) which extended to a depth of approximately 3 feet below ground surface and was underlain by light -brown Loamy Sand with a Single Grain structure grade (Soil Type 1) which extended to a depth of approximately 7 feet below ground surface and was underlain by grey/rust/brown siltstone/sandstone/claystone with a Platy structure shape and a Moderate structure grade (Soil Type 5) which extended to the bottom of profile test pits TP-1 at a depth of approximately 8 feet below present site grade. Soil samples obtained from the profile test pit were sealed and returned to the laboratory for further evaluation. Soilogic, Inc. 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144 P.O. Box 1121 • Hayden, CO 81639 • (970) 276-2087 Preliminary On -Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report T3 Land & Investments LLC Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project # 18-1040 2 Groundwater was not encountered in the completed profile test pit at the time of our site observation. We expect periodically saturated soils do not exist within the top 8 -feet of subgrade soils in the area of the test pit excavation. Groundwater levels will vary seasonally and over time based on weather conditions, site development, irrigation practices and other hydrologic conditions. Perched and/or trapped groundwater conditions may also be encountered at times throughout the year. Perched water is commonly encountered in soils overlying less permeable soil layers and/or bedrock. Trapped water is typically encountered within more permeable zones of layered soil and bedrock systems. The location and amount of perched/trapped water can also vary over time. As part of our soil evaluation, visual and tactile soil evaluations were completed on representative portions of the materials obtained from the profile test pits. The soil sampled contained less than 35% rock (material larger than a #10 (2 mm) size sieve) precluding the need for soil replacement procedures. In our opinion, the soils sampled in the profile test pit can be classified as 'Soil Type 4', 'Soil Type 1' and 'Soil Type 5', with a corresponding Long -Term Acceptance Rate (LTAR) value of 0.20 gpd/sf, 0.80 gpd/sf and 0.10 gpd/sf respectively. Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for use of a non -engineered conventional On -Site Wastewater Treatment System OWTS. The 'Soil Type 1' classification and corresponding percolation rate of 5-15 minutes per inch meets that criterion. The 'Soil Type 4' and 'Soil Type 5' classifications and corresponding percolation rates of 76-90 and 121+ minutes per inch respectively do not meet that criterion. In addition, Weld County guidelines require that neither groundwater nor crystalline bedrock be encountered within 4 feet of the ground surface in the proposed Soil Treatment Area (STA). Based on our test pit observation, the thickness of overburden soils appears sufficient and meets the groundwater and bedrock separation criteria at the test location. Shallow bedrock is known to be locally present. Preliminary On -Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report T3 Land & Investments LLC Part of the Southeast 1/4 of Section 13, T4N, R65W of the 6th P.M. Weld County (LaSalle), Colorado Soilogic Project # 18-1040 3 Based on results of our completed site and soil evaluation, we anticipate conventional OW'L'S construction may be possible for about half of the proposed lots on the subject site. Typical gravity -fed chamber systems in a bed or trench configuration could be considered for conventional construction. Some mounding of systems in areas of relatively shallow depth to siltstone/sandstone/claystone bedrock may be required in order to develop sufficient vertical separation from bedrock. Engineered septic system designs will be required if bedrock is encountered within 4 feet of ground surface or if the LIAR value at the proposed infiltrative surface is less than 0.35 gpd/sf. Larger -sized gravity -fed or pump -dosed chamber systems in a bed or trench configuration or Non - Pressurized Drip Dispersal Systems (NDDS) could be considered for areas of shallow bedrock and slow infiltration rates. Site specific evaluations will be required to better evaluate the Long -Term Acceptance Rate (I,TAR) of the near surface soils and depth to bedrock and groundwater in proposed Soil Treatment Areas (S'TA). We appreciate the opportunity to be of service to you on this project. If we can be of further service to you in any way or if you have any questions concerning the enclosed information, please do not hesitate to contact us. Very "Truly Yours, Soilogic, Inc. Wolf von Carlowitz, P.E. Principal Engineer MARCH 2018 TEST PIT LOCATION PROJECT #18-1040 DIAGRAM SD LOGIC Si 178.110 40 �i'3 S LINE EASEMENT • CC GaS LINE EASEMENT LOT 161.055 SF 371 AC SITE ACCESS R✓FD - 10 TEMP CCPS EASEMENT - 17 I)TIL EASLMEN T t LOT 2 $8' 260 SF 4 29 AC 30 rte° LINE EASt REN T - 30 TEMP ACCESS EASEMENT Pl r.! ;Laub( ....AS'I "a. 0' 140' SCALE 1" = 140' N T3 LAND & INVESTMENT LLC - PRELIMINARY OWTS EVALUATION PART OF THE SE 1/4 OF SECTION 13, T4N, R65W OF THE 6TH P.M. WELD COUNTY (LaSALLE), COLORADO T3 LAND & INVESTMENT LLC - PRELIMINARY OWTS EVALUATION PART OF THE SE 1/4 OF SECTION 13, T4N, R65W OF THE 6TH P.M., WELD COUNTY, Project # 18-1040 March 2018 LOG OF TEST PIT TP-1 COLORADO LOGIC SO Sheet 1/1 Excavation Eauipment Backhoe Water Depth Information Start Date 2/27/2018 uger Type Dunn; E�ccavattcr! None Finish Date 2/27/2018 Hammer Type - After Excavation None Surface Elev - Field Personnel JS 1 co o SOIL DESCRIPTION Depth (ft) * " "N" MC (%) DD (pcf) Estimated q , (psi) % Swell @ 500 psf Swell Pressure (psf) Atterberg Limits % Passing ft 200 Sieve ° ( /°) LL PI 5 8 "s, EGfATiQN 8 TOPSOIL USDA SANDY CLAY Soil Type 4 Blocky. Mooera;e brown USDA. _GAMY SAND Sod Type 1 Single Grain tight -brown 4 s 10 13 14 16 16 17 1e 19 20 25 SI L T STONE/SAN DSTONE/CLAYSTONE Sal Type 5. Platy Moderate - grey rust br BOTTOM OF TEST P a 8 0' AGPROfessionals ,r.% LL il'l + S : it “.K11.1 l i LI<l_ Mineral Owners Weld County PUD Change of Zone Application Prepared for T3 Land & Investment, LLC AGPROfessionals 0FVF C)PERS OF ACRU:t l [L►RE Site Photo Removed Noble Energy Tank Battery Timmerman Industrial Park T3 Land & Investment, LLC Photo taken: January 16, 2019 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Greeley, CO 80634 office ■ 970.535.9318 / fax • 970.535.9854 / www.aepros.com Kelsey Bruxvoort From: Sent: To: Cc: Subject: Attachments: Hi Kelsey, Jared Martin <Jared.Martin@nblenergy.com> Wednesday, January 02, 2019 3:20 PM Kelsey Bruxvoort Cody Ball; Tim Naylor; Tyler Beavers RE: Noble Tank Battery Located in SESE, S13, T4N, R65W Timmerman Access.PNG Noble has removed the facility and has begun the reclamation process, in order to complete the reclamation process the area must have 80% growth and must pass a COGCC inspection. Noble will still need to be able to access the remaining wells that are associated with this battery, using the historic access routes, to plug the wells at a later date. I've attached an aerial indicating the two wells and our historic access. Our maps also show some DCP lines that run through the area. Thank you, 2115 1177' Avenue Greeley, Colorado 80634 direct: 970.304.51 16 cell 970.290.9402 Jared martin@nblenergy.com noble energy From: Kelsey Bruxvoort <Kbruxvoort@agpros.com> Sent: Friday, December 28, 2018 11:08 AM To: Jared Martin <Jared.Martin@nblenergy.com> Cc: Cody Ball <Cody.Ball@nblenergy.com>; Tim Naylor <tnaylor@agpros.com> Subject: EXTERNAL: Noble Tank Battery Located in SESE, S13, T4N, R65W Hi Jared, We are in the process of completing a 2 -Lot Recorded Exemption and PUD Change of Zone for the T3 Land & Investment, LLC property located in PT SE4 13-4-65, parcel no. 105513400012. Attached is correspondence regarding the removal of a tank battery on the subject property. Also attached are a property map and PUDZ plat for reference. Please verify that the tank battery in question has been removed and reclaimed. Thank you, Kelsey Bruxvoort Land Planner AGPROfessionals 3050 67th Avenue Greeley, CO 80634 1. AGPROfessionals ►F 1 El A ►PLR.', (Jr At ;KIt.1 1.l t' Kit Postal Service Weld County PUD Change of Zone Application Prepared for T3 Land & Investment, LLC Kelsey Bruxvoort From: Sent: To: Subject: Good morning, Wertz, Shareen K - Evans, CO <shareen.k.wertz@usps.gov> Thursday, March 29, 2018 9:06 AM Fletcher, Joshua D - Evans, CO; Kelsey Bruxvoort RE: Request for Response to separate delivery locations for 4 -Lot PUD J T3 Land - 23963 CR 44 We need to establish one spot for 4 deliveries. A CBU can be used, with parcel lockers. Once the lots are decided, the carrier can show where the best location for delivery will be. Thank you. Thank you. Saaireen ?04 Postmaster Evans CO 80620-9998 970-330-4841 From: Fletcher, Joshua D - Evans, CO Sent: Tuesday, March 27, 2018 9:05 AM To: Wertz, Shareen K - Evans, CO Subject: FW: Request for Response to separate delivery locations for 4 -Lot PUD T3 Land - 23963 CR 44 Shareen — Please review for delivery From: Kelsey Bruxvoort [mailto:Kbruxvoort@agaros.com] Sent: Tuesday, March 27, 2018 8:58 AM To: Fletcher, Joshua D - Evans, CO Cc: Deanne Frederickson Subject: Request for Response to separate delivery locations for 4 -Lot PUD I T3 Land - 23963 CR 44 Josh, as discussed, AGPROfessionals is currently representing T3 Land in a Weld County Planned Unit Development (PUD) application. If approved the proposed PUD will create 4 commercial/industrial lots with an internal drive located at 23963 CR 44, La Salle, CO 80645. The existing residence located on proposed Lot 4 is expected to be removed. Please see the attached property map. As directed by Weld County planning staff, we are requesting confirmation that four mail box locations located within the subdivision is acceptable for the proposed development rather than creating a common mailbox area/kiosk. Please verify whether four mail box locations is acceptable and let me know if additional information is needed. Thank you, Kelsey Bruxvoort Land Planner AGPROfessionals 3050 67th Avenue Greeley, CO 80634 Office: 970-535-9318 Mobile: 970-744-0068 Fax: 970-535-9854 www.agpros.com AGPRO fessionals 2 AGPROfessionals Taxes Weld County PUD Change of Zone Application Prepared for T3 Land & Investment, LLC Weld County Treasurer Statement of Taxes Due Account Number R8944179 Parcel 105513400012 Assessed 're T3 LAND & INVESTMENT 1.I.C 23659 COUNTY ROAD 44 LASALLE, CO 80645-8912 Legal Description Situs Address YT SE4 13 4 65 LOT B REC EXEMPT RFCX 15-01 NU 23963 COUNTY ROAD 44 WELD Year Tax Tax Charge 2017 Total Tax Charge Grand Total Due as of 04/20/2018 Interest $5.195.96 5000 Fees Payments Balance $0.00 ($5,195.96) $0.00 $0 00 $0.00 Tax Billed at 2017 Rates for Tax Area 0138 - 0138 Amity Mill Levy Amount Values Actual Assessed WELD COUNTY 15.8000000* $1,508.40 AG -GRAZING LAND $1,724 $500 SCItOOL_ DIST Rll 19.3310000 $1.845.54 AG -WASTE LAND $66 $20 NORTHERN COLORADO WATER 1.0000000 $95.47 AG -ALL OTHER $18,000 $5.220 (NC LAND CENTRAL. COLORADO WATER 1.8000000 $171,85 FARM/RANCH $141,545 $10,190 (CCW RESIDENCE -IMPS CENTRAL COLORADO WATER 1.3530000 $129. l8 OTHER BLDGS - $267,213 $77,490 SUED AGRICULTURAL LASALLE FIRE 5 1540000 $492.06 ALL OTHER AG IMPS $7,054 $2,050 AIMS JUNIOR COLLEGE 6.170000 $603.09 Total $435,602 $95,470 HIGH PLAINS LIBRARY 32560000 $310.85 WEST GREELEY CONSERVATION 0.4140000 $39.52 Taxes Billed 2017 * Credit Levy 544250000 $5,195.96 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES' PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMEN TS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. Weld County Treasurer • P 0. Box 458, Greeley, CO 80632 • 1400 N. 17th Ave, Greeley, CO 80631 • (970) 353-3845 Ext. 3290 AGPROfessionals DEVELOPERS OF AGRICULTURE March 11, 2019 Joanna Williams Colorado Division of Water Resources 1313 Sherman Street, Room 821 Denver, CO 80203 Subject: T3 Land & Investment, LLC (aka Tim merman First Subdivision) Weld County Case No. RECX19-0011 and PUDZ19-0001 Part of the SE 'A of Section 13, T 4N, R 65W, 6th P.M. AGPRO Project # 1005-03 Dear Ms. Williams, This letter is being provided for the T3 Land & Investment, LLC, Weld County Planned Unit Development Change of Zone application, case no. PUDZ19-0001, to address referral comments provided in your February 12, 2019 letter to Chris Gathman with Weld County Planning Services. For ease of review, your referral letter is included. The subject property is located in Part of the SE 'A of Section 13, Township 4 North, Range 65 West of the 6th P.M., Weld County, CO, being Lot B of Recorded Exemption RECX 15-0109. There are two Weld County land use applications currently in review for the site, case numbers RECX19-0011 and PUDZ19-0001. RECX19-0011 is a 2 -Lot Recorded Exemption application to split the 20 -acre PUD site from the existing 120 -acre parcel. The PUD will be located on Lot A RECX19-0011 and Lot B RECX19-0011 will not be associated with the PUD. PUDZ19-0001 is a Change of Zone application for the proposed 4 -Lot PUD for commercial and industrial uses. Five new Central Weld County Water District taps are proposed for the PUD, one for each lot and one for fire protection. Colorado Big Thompson (CBT) shares are expected to be dedicated to the district for the PUD and future lot owner(s) will be responsible for purchasing a tap for each lot. The existing well, permit no. 82411, is permitted for domestic uses. This well is not proposed to serve the PUD and is assumed to be plugged and abandoned as it cannot be located on -site. Enclosed is a property map showing the approximate permitted location of well permit no. 82411, Water Supply Information Summary Form GWS-76 for the PUD, RECX15-0109 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 O Greeley, CO 80634 970.535.9318 /office O 970.535.9854 / fax O www.agpros.com Page 2 of 2 recorded plat, RECX 19-0011 and PUDZ19-0001 draft plats and the Central Weld County Water District Water Study completed for the subject property. Please contact me at (970) 535-9318 if you have any questions. Sincerely, Kelsey Bruxvoort Land Planner Encl. 1. February 12, 2019 DWR Referral Letter 2. Property Map 3. Water Supply Information Summary Form GWS-76 4. RECX15-0109 Recorded Plat 5. RECX 19-0011 Draft Plat 6. PUDZ19-0001 Draft Plat 7. Central Weld County Water District Water Study COLORADO Division of Water Resources Department of Natural Resources February 12, 2019 Chris Gathman Weld County Planning Services Transmission via email: c$athman@weldgov.coni RE: T3 Land and Investments LLC (aka Timmerman First Subdivision) Case No. PUDZ19-0001 Part of the SE1/4 of Sec. 13, T4N, R65W, 6th P.M. Water Division 1, Water District 2 Dear Mr. Gathman: We have reviewed the information provided via email on February 4, 2019 related to a planned unit development ("PUD") for 4 commercial/industrial tots on approximately 20 acres and a change of zone of the four lots from A (Agricultural) to C-3 (Business Commercial), C-4 (Highway Commercial), I-1 and 1-2 (Industrial), and 1-3 (Industrial) uses. The 20 acres proposed to be developed represent a portion of Lot B of the Recorded Exemption RECX15-0109. According to the information provided the 20 -acre site will be split though a recorded exemption application. The lots will range in size from 2 acres to 4.5 acres. We have previously provided comments to this project by our letters dated April 24, 2018 and July 3, 2018 when the referral was submitted under case no. PUDK18-OOO3. Water Supply Demand Estimated water requirements were not provided for the PUD tots. As requested in our previous comment letters prior to further review a water supply plan must be submitted. Details of necessary information to be included in the subdivision water supply plan can be found on Attachment A of the 2005 Memorandum Regarding Subdivisions, available online at http: / / waler.state.co. us/ groundwater/ GWAdmin/ Pages/SubdivisionWSP.aspx. Source of Water Supply The proposed water source is the Central Weld County Water (District). A letter for water service from the District dated March 14, 2018, was previously provided. Another letter from the District dated December 19, 2018 was included in the referral material. The District's letter from March 14, 2018 noted that the existing home on this parcel is receiving water through tap 804. The District's letter from December 19, 2018 noted that the District is willing to allow other lots to use the existing 804 tap on a temporary basis until such time as the other taps are developed. Water service for new taps can be made available provided all requirements of the District, Northern Colorado Water Conservancy District and the Bureau of Reclamation are satisfied. We do not know if the applicant has met these other requirements. The District noted that raw water must be provided for subdivisions requiring 10 or more taps. The District provided updated information about their water supplies on June 28, 2018, which was also included in this referral material. The District primarily relies on Colorado -Big Thompson (C -BT) water to supply retail water customers. Currently the District has 1941 acre-feet of C -BT water left for additional projects. The yield of C -BT units varies from year to year based on conditions and storage. In addition, the District continues to develop additional water supplies, including participating in the Northern Integrated 1313 Sherman Street; Room 821. Denver, CO 80203 P 303.866.3581 www.colorado.gov/water Jared Polls, Governor I Dan Gibbs, Executive Director I Kevin G. Rein, State Engineer/Directori T3 Land and Investments LLC (aka Timmerman First Subdivision) Page 2 of 2 February 12, 2019 Supply Project (NISP). The District's current share of the NISP is 3,500 acre feet. Water demands for the District's retail consumers have been around 5,332 acre-feet for 2017-2018. According to the information provided, the District has received the necessary study fees or documents from the applicant to complete a study specific to this project. The water study completed for this project on December 19, 2018 was valid for only 30 days, therefore the District indicated that the District's letter from March 14, 2018 should be considered an indication that service is available if requirements are met. The District is not concerned about a lack of availability of service as long as the applicant meets the District's requirements and is willing to enhance the infrastructure necessary to serve the property. In our previous letters we indicated that there is an existing well, operating under well permit no. 82411, located on the subject property, and requested the applicant to clarify if the well will be used within the subdivision or if the well will be plugged and abandoned. Since, Section 37-92-602(3)(b)(III), C.R.S., requires that the cumulative effect of all wells in a subdivision be considered when evaluating material injury to decreed water rights, we reiterate that if the well will be used within the subdivision the proposed uses must be specified and the applicant must demonstrate that a court approved augmentation plan has been obtained for the well, otherwise the well must be plugged and abandoned prior to the subdivision approval. Furthermore, as indicated in our letter dated April 24, 2018, the applicant should be aware that any proposed detention pond for this projects, must meet the requirements of a "storm water detention and infiltration facility" as defined in section 37-92-602(8), Colorado Revised Statutes, to be exempt from administration by this office. The applicant should review DWR's Adrnin strauve Statement Regarding the Management of Storm Water Detention Facilities and Post-Wildland Fire Facilities in Colorado to ensure that the notification, construction and operation of the proposed structure meets statutory and administrative requirements. The applicant is encouraged to use Colorado Stormwater Detention and Infiltration Facility Notification Portal, located at https: //maperture.dipitaldataservices.com/gvh/?viewer=cswdif, to meet the notification requirements. State Engineer's Office Opinion Based on the above and pursuant to Section 30-28-136(1)(h)(II), C.R.S., the State Engineer's Office has still not received enough information to render an opinion regarding the potential for causing material injury to decreed water rights, or the adequacy of the proposed water supply. Prior to further evaluation of the subdivision water supply plan the applicant must specify the estimated water requirements for the PUD and must clarify if well permit no. 82411 will be used within the subdivision or be plugged and abandoned. If the well will be used in the proposed subdivision the Applicant must also demonstrate that a court approved augmentation plan has been obtained for the well. Should you or the applicant have any questions, please contact loana Comaniciu at (303) 866-3581 x8246. Sincer ±ly, ff Joanna Williams, P.E. Water Resource Engineer Ec: Subdivision File 25793 District File File for permit no. 82411 art , WELD COUNTY Property Map ONLINE MAI'L'ING - T3 Land RECX19-0011 & PUDZ19-0001 c, u t y rrulr -allilaillk i . i '1 IOW L} M Dtrivcr r 1 f ii •TQ�, - �. _ __ 3/4.4 ' i Legend Parcels Highway V County Boundary • _ .,-_- _ ,-tr LOT B RECX19 1 11 _, 100 Acres +1- 4 -Lot (PUDZ19-0001 • to be locate - ? an PUD Lot A ,. z zj • r 1 i i is r !X19 ac :,. •_ -. LOT A • 20 Acres +l- - ' - . L' k:23.659 23.63 ISSIIIINDIMS,S .. Well Permit 82411 ' S I •..,.�. _ I Approximate Location 235 1: 6,096 O Notes a t a ' 1,U 16 1 0 508.04 1,016.1 feet Parcel No. 105513400012 Tr'; rap : a se' generated Static output rrcm an Internet mapping site and s for Legal: PT SE4 13-4-65, Lot B reference orvy Cata layers that appear on tn,s mao may or 'ray rot be accurate, RECX15-0109 WGS 1984_ Web_Mercator_Auxiliary_Sphere current, or otherwise rel able J Weld County Colorado Owner T3 Land & Investment, !_lC THIS MAP IS NOT TO BE USED FOR NAVIGATION Address 23963 CR 44 FORM NO. GWS-76 05/2011 WATER SUPPLY STATE OF COLORADO, 1313 Sherman Main (303) Section 30-28-133,(d), C.R S. requires that the applicant sufficient in terms of quantity, quality, and dependability INFORMATION SUMMARY OFFICE OF THE STATE ENGINEER St., Room 821, Denver, CO 80203 866-3581 water.state.co us evidence that a water supply that is supply of water." submit to the County, "Adequate will be available to ensure an adequate 1. NAME OF DEVELOPMENT AS PROPOSED: T3 Land PUD (Timmerman First Subdivision) 2. LAND USE ACTION: Planned Unit Development Change of Zone, PUDZ19-0001 & 2 -Lot Recorded Exemption, RECX19-0011 3 NAME OF EXISTING PARCEL AS RECORDED: Lot B RECX15-0109 SUBDIVISION: , FILING (UNIT) , BLOCK , LOT 4. TOTAL ACREAGE: 120.168 5. NUMBER OF LOTS PROPOSED 4 PLAT MAP ENCLOSED? Cl YES or ❑ NO 6 PARCEL HISTORY — Please attach copies of deeds, plats, or other evidence or documentation. RECX15-0109, PUDK18-0003, A. Was parcel recorded with county B. Has the parcel ever been part of If yes, describe the previous action: & RECX19-0011 (in progress) prior to June 1, 1972? ❑ YES or /A NO PUDZ19-0001 a division of land action since June Recorded Exemptions: RECX15-0109 1, 1972? /:1 YES or ❑ NO (recorded), RECX19-0011 7. LOCATION OF PARCEL — Include a map delineating the project area and tie to a section corner. 1/4 of the SE 1/4, Section one): NAD83, 13 , Township 4 ® ® W Easting. Nor ❑ S, Range 65 ❑ E or Principal Meridian (choose only Optional GPS Location: GPS Unit must be meters, Datum must be ►:1 Sixth ■ New Mexico ❑Ute ❑Costilla must use the following settings: Unit must be set to true N, Format must be UTM, Units ❑ Zone 12 or ❑ Zone 13 Northing: 8. PLAT — Location Surveyor's Plat: of all wells on property must be plotted and permit numbers provided. If not, scaled hand drawn sketch: E YES or ❑ NO Property Map Provided ❑ YES or O NO 9 ESTIMATED WATER REQUIREMENTS 10. WATER SUPPLY SOURCE USE WATER REQUIREMENTS NEW WELLS - L HOUSEHOLD USE COMMERCIAL USE SF unknown IRRIGATION # 0 # 0 of units Gallons per Day Acre -Feet per Year N/A ►:1 EXISTING ■ DEVELOPED PROPOSED AQUIFERS -(CHECK ONE) ❑ ALLUVIAL O UPPER ARAPAHOE 0 UPPER DAWSON ❑ LOWER ARAPAHOE O LOWER DAWSON O LARAMIE FOX HILLS WELL SPRING WELL PERMIT NUMBERS 82411 - to be plugged and 5 Acre -Feet # of S. F abandoned at this time of acres N/A • DENVER O DAKOTA STOCK WATERING OTHER: # 0 of head N/A • OTHER WATER COURT DECREE CASE NUMBERS: W-3686 associated w/ ❑ MUNICPAL O ASSOCIATION ■ COMPANY TOTAL ® DISTRICT NAME Central Weld County Water Dist. well permit no. 82411 LETTER OF COMMITMENT FOR SERVICE E] YES or ❑ NO 11. WAS AN ENGINEER'S WATER SUPPLY REPORT DEVELOPED? (This may be required before our review is completed.) Central Weld O YES or IN NO IF YES, PLEASE FORWARD WITH THIS FORM. Study Results Enclosed County Water District Water 12 TYPE OF SEWAGE DISPOSAL SYSTEM TANK/LEACH FIELD SYSTEM (Attach a copy of engineering design ) :1 SEPTIC ❑ CENTRAL SYSTEM DISTRICT NAME: TO ❑ LAGOON ■ VAULT LOCATION SEWAGE HAULED ❑ ENGINEERED ❑ OTHER: arlallESQUIIEBE (*alias ✓ .a • • Vat .1 •al •..y a as falal Oar Ala I I boa. • VR taw a -t , w -.e•ea Napa alp Cwt Orr _r•/'Irp arra r awn - • r .1 %Ow •r.... Y. • .«•` la 004 a t. Iowa Aar aMPS s 0 w�wl Lwlry M M •••w Ile a IX nw• a OVER !Wray •e Mal •1►• a .t s .4 AI U.w. r.. •• llly tar .•.r, lya —Si ww SI• 00 M era SS ..en. •A04 as Asa Mrli*T. •0100 let .Man ••O I•Tn Ia O1. 1st. 4.I Vaal de Ise •••a N • no Y4a••••a. Oa* r w 11 r4a•p. WTI lr1 at N ••••• w r 4. •rams L•.-tI ✓ lea. 11 •rlr. Ir 4 W Pa 4 ►•r••w Lama Mal ••a 4 •r••-• Iar.•- - l✓ • • 1•-1 ✓ — ••••••••• • all• NM tar Ill IS.. • M •wws •4 M M•••••••• ••••••••• 111111•aI '.ywr. ?•-• .-. par's" r-•••• Millen Ayw• r is kraal ass a a r% /•IIw IS later. 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M CO.MMCID 40.1 1'04 Ito '[445 I•: '4 DAll Cr Ctrs4'01 IMAM 4110 I13 -AO -IM C•S) VICINITY MAP CR 48 SECTION II • ZONE 'ACTON 1A P. SECTION I3 ZONE ',t CI'., •. Il • U 40. • Y AO 1L C IOM F71 701 u. AG J _ - - - CON :DOE AG. 701[ ZONE a:!ION AO. NO. ZONE AC, 73 SECTION SECTION SLOT. 74 19 10 Cll IO SCALE 111=2000' OA 11 OESEFIvoCe. Or CLIENT: AGPROFESSIONALS HAMMER 3050 87TH AVENUE, SUITE 200 3050 GREELEY, CO 80834 LAND SURVEYING, INC. TIMMERMAN INDUSTRIAL PARK PUD7118-XXXX 67TH AVENUE, SUITE 200 SECTION 13 TOWNSHIP 4 NORTH. RANGE 65 WEST CREELEY,CO 80634 OF THE 6TH P.M. PH 970-535-9318 DATE:8/14/18 JOB#18005PUDZ TIMMERMAN INDUSTRIAL PARK PUDZ 18-xxxx LOT A OF RECX18-XXXX, BEING A PART OF THE SE 1/4 OF SECTION 13, TOWNSHIP 4 NORTH, RANGE 65 WEST, OF THE 6TH P.M., COUNTY OF WELD, STATE OF COLORADO SHEET 2 OF 2 I IA IfII1 1 W. . AG R I U Y. 'I Ij GRAPHIC SCALE N 495334 C. 1591 ST (BASIS 0/ itARIC) romp. D.(-DMMtt* CORK* Sins II. 1WNyV . am. 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SUITE 200 GREELEV.CO 80634 PH: 970-535-9318 Y Maras 4 474 f0 `', _B•-� r/ , It'll / L? _____,/r i I I 1 1 I I 1 1 1 I f I I I E I ,- I , . I I I ,�--7' II `I I 1 I 1 I Iif MIA I I I / . MC C If .,`�T , , ` `�--- _ .. / I \ _ — i I i N O1.YA7-A 1041„ CAST OM-LAM,IY GWNI. StCYCO. II. rpm... NOOK ROAM lb Mll 01 I.* u« rp 141 gil guar **y,L �vNMI f�IE tills[ IAK.*,. 10 O , MOOIMA.. LA KC/PAO1, w .YL MTh fK.11RAf1 KCIO. CONS Iy IOOINP . NOON. 44.. *112 CO Int AM Pig 14 MASI W [(KNI1D l0/O* , UM AK . AS Son* TIMMERMAN INDUSTRIAL PARK PUDZI8-XXXX SECTION 13 TOWNSHIP 4 NORTH. RANGE 65 WEST OF THE 5TH P.M. DATE:8/14/18 IJ08ill 8005PUDi HAMMER 3050 67TH AVENUE, SUITE 200 3050 GREELEY, CO 80634 AGPROFESSIONALS Please note: values have been redacted as pricing is confidential CENTRAL WELD COUNTY WATER DISTRICT December 19, 2018 T3 Land & Investment PO Box 367 Springfield, NE 68059 RE: Timmerman First Subdivision Dear Mr. Timmerman, This letter is in response to your request for four 1.5" taps and one 3/4" tap to provide water service to the Timmerman First Subdivision on property described as follows: PT SE4 13 4 65 LOT B REC EXEMPT RECX15-0109 Parcel 105513400012 Submitted herewith is the cost for the necessary booster pump and four 1.5" taps for domestic service and one tap to feed a tank or pond to be used for fire protection. Booster pump for domestic service only. Customer is responsible for designing, installing and maintaining fire system. Option #1- purchase taps Four 1.5" Tap Fees ea $ I ,140,000 gal annual allotment each Surcharge: $3 per thousand gallons for usage over allotment %"tap fees -1 @ SEMI ea $ 342,000 gal annual allotment Surcharge: per thousand gallons for usage over allotment 16" 860' Line extension under CR 49 w/24" steel casing bore, 12" S 380' line in subdivision, booster pump Total Due Option #1 $ Option #2 — dedicate water Transfer 21 shares CBT to District $ OR pay cash -in -lieu @ SEM per share to dedicate water to project. $ 16" 860' Line extension under CR 49 w/24" steel casing bore, 12" 380' line in subdivision, booster pump Total Due Option #2 S **District is willing to consider allowing shares to be used at tap 804 on a temporary basis until first tap in development is sold. 3/" Upon receipt of the above "Total Due" and the appropriate documentation being signed in the District's office by all deed holders, the District will prepare a work order for the installation of the line extension. The cost estimate and availability of service is good for 30 days. Please note that it is your responsibility to contact Northern Colorado Water Conservancy District at 800-369-7246 for petitioning confirmation into the Northern Colorado Water Conservancy District_ Central Weld cannot issue a tap until all requirements are satisfied This is in accordance with the Rules and Regulations of Northern Colorado Water Conservancy District. Sincerely, CENTRAL WELD COUNTY WATER DISTRICT f 1A-7:1"--1 - Stan Linker, fistrict Manager SL/kn 2235 2nd Avenue • Greeley, Colorado 80631 • Phone (970) 352-1284 • Fax (970) 353-5865 From: Kelsey Bruxvoort To: Chris Gathman Cc: Tim Naylor Subject: RE: 13 (PUDK18-0003) staff comments Date: Monday, June 18, 2018 10:07:14 AM Thursday at 1:30 PM works well, I'll add that to my schedule. We likely won't have our draft PUDZ application prepared prior to the meeting, although our application will be quite similar to the PUDK application. Thanks, Kelsey Bruxvoort Land Planner AGPROfessionals 3050 67th Avenue Greeley, CO 80634 Office: 970-535-9318 Mobile: 970-744-0068 Fax: 970-535-9854 www.agpros.com AGPROfessionals DI VIA',►'ER; (if \(.RICt'Li I RF From: Chris Gathman <cgathman@weldgov.com> Sent: Monday, June 18, 2018 9:26 AM To: Kelsey Bruxvoort <Kbruxvoort@agpros.com> Subject: RE: T3 (PUDK18-0003) staff comments Kelsey, Thursday afternoon 6/21 is open (1:30, 2:30 or 3:30). I will put in a tenative place holder in for 1:30 PM. Do you have a draft PUDZ application? (or partial?) for staff to review prior to the meeting? If you do please send and I will add this to the documents for the PRE APP. Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Kelsey Bruxvoort [mai to:KbruxvoortcE agpros.com] Sent: Tuesday, June 12, 2018 11:52 AM To: Chris Gathman <cgathmanewe dgov.com> Cc: Tim Naylor <tnay or(Wagpros.com>; DBTimmer49CWhotmai .com Subject: RE: T3 (PUDK18-0003) staff comments Thanks Chris, I'd like to schedule our PUD Change of Zone (PUDZ) Pre -Application Meeting. I'm free all day 6/21 and 6/22 if you have available time slots for next week. A 2 -Lot Recorded Exemption application will be submitted with the PUDZ application to separate the approx. 100 -acre parcel from the PUD site. This will allow the excluded acreage to not be encumbered as an Outlot. We understand this request may need to go in front of the BOCC to request a waiver of the five-year requirement for Recorded Exemptions. Please let me know what meeting time will work, Thanks, Kelsey Bruxvoort Land Planner AGPROfessionals 3050 67th Avenue Greeley, CO 80634 Office: 970-535-9318 Mobile: 970-744-0068 Fax: 970-535-9854 www.agpros.com AGPROfessionals DEVELOPERS OF AGRICULTURE From: Chris Gathman <cgathman@'we dgov.com> Sent: Tuesday, June 12, 2018 8:29 AM To: Kelsey Bruxvoort <Kbruxvoortlaagpros.com> Subject: T3 (PUDK18-0003) staff comments Kelsey, Attached are the administrative comments for T3 Land & Investment LLC. All of the referral comments have been downloaded into Accela for this case. Let me know if you have any questions. Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. Hello