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Home My WebLink About20192284.tiffStreet Address. USE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 www.weldgov.com * 970-353-6100 EXT 3540 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number: Address of site: rY_62�yo O Lam. ecin (*A 12 digit number on Tax ED. information, obtainable at w w w .w eldciov corn). p e2e0/5't Si5 CL) 93 id/ Section. Legal Description: Section: Township: 1._t N Rangen7W. Zone District: A Acreage: Floodplain: Y I? Geological Hazard: Y (1V7 Airport Overlay- FEE OWNER(S) OF THE PROPERTY: Name: ?W. SC (; rte AA) rrt) Company: 6 / do /O LA be 1/! e Gtr Phone #: \C 3- 4 Q / ' (c &h Email: iJa4 CZ/1a to • Co 4.-11 Street Address: e2 C yt 5/ e -t) aawq K e ez C/ /7 �I City/State/Zip Code: ' C 4' O 3 / f Name: ,� GC i /4,4- 4 Company: �GL o�A� c/ 0 v� a, tz., Phone #: `1ap - %4,; -%4/S Email: / ,s(Pp4/7ttL/&den Mate c de A-1 Street Address: & local. 'fit City/State/Zip Code: ,A -t A/ (/0r1_S. C eiCra.t c Name: ti_t /1 cilf etc Company: El Cotaf DO a u,� i Phone #: 20 -323 - �7/ Email: etn yK, G' ievi z' .I Street Address. b 9 y g /C, d City/State/Zip Code: ,QLA/ Cv/O'rcc. 4c V/o Avice - C e-1 APPLICANT OR AUTHORIZED AGENT: (See below Authorization must accorrpany all applications signed b yAuthoiizedAgents) Name: of C 4 L bttet..--C4 Company: ei &/ to &do v. E Cur Ito -- Phone #: „IC 3 - 5i.3 -- /4,55 Email: aOcilla. ('CILde26?hctutt1eonn :J City/State/Zip Code: PROPOSED USE. H�,4-I6et S, /l.C S S 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 mustsign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal authority t�sign for the corporation X/ L i ri1 0944, ignature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date pi3tjII-,vo 14-Aifi Print Nam r, A /vit.,/ / „. ney, • (..‘ 1 Or k Print Name LILY -Oat) Rev 4/2016 4352201 11/14/2017 10:06 AM Total Pages: 2 Rec Fee: $18.00 Carly Koppes - Clerk and Recorder, Weld County, CO WHEN RECORDED RETURN TO: El Colorado View ,LLC., a Colorado limited liability company / 2044 County Road 17 Brighton, CO 80603 STATEMENT OF AUTHORITY 1 This Statement of Authority relates to an entity named El Colorado View, LLC, a Colorado limited liability company 2. The type of entity is a Corporation General Partnership Limited Partnership Association J Registered Limited Uability Limited Partnership 1] Government, Governmental Subdivision or Agency 0 Trust 3. The entity is formed under the laws of Colorado. 4. The mailing address for the entity is •� I Non -Profit Corporation Limited Partnership Registered Limited Liability Partnership Unincorporated Non -Profit Association Limited Uability Company Business Trust it f!C ?Z`!. 5. The name and position of each person authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property on behalf of the entity is Prisciliano Anaya Burciaga as Member. 6. (Optional) The authority of the foregoing person(s) to bind the entity [x] is not limited [J is limited as follows: 7. (Optional) Other matters concerning the manner in which the entity deals with interests in real property: 8. This Statement of Authority is executed on behalf of the entity pursuant to the provisions of Section 38-30-172, C.R.S. Executed this c1 cr day of November, 2017. By:.Prf`isdlJno Anaya Burdaga Its: Member By: Weedy Lourdes Maya Its: Member DOC-Statement ar Authority ,(, /.;'-r )fet By: Luis C. Anaya Its: Member Bv: Laura Ivette Labrado Chavira Its: Member i `� 4352201 11/14/2017 10:06 AM Page 2 of 2 State of Colorado County of )ss The foregoing instrument was acknowledged to before me this Ninth day of November, 2017 by Prisciliano Maya Burdaga, and Luis C. Anaya and Wendy Lourdes Anaya and Laura Ivette Labrado Chavira the Members of El Colorado View, LLC., a Colorado limited liability company. Witness my hand and official seal. My commission expires: Notary Public PRE17-O27O EL COLORADO VIEW/ANAYA CONCRETE CORP REVISED 12/2018 Questions & Responses due to the ddUition of a future Outbuilding (2 to S years) Out in the planning stages. 1. Explain, in detail, the proposed use of the Property: Anaya Concrete is a concrete flatwork company primarily pouring sidewalks, driveways, trash enclosures and steps. The product is delivered to the job site with time being a major factor in the pour. None of the product (Concrete) is delivered, produced, or handled at 2044 County Road 17 property. The equipment used for the preparation of concrete will be stored at the property site inside the barns, Connex containers, & outside in the inclement weather. The 2044 County Road 17 property contains an existing residence, existing boundary fence lines, several barns, animal pens, Connex containers and several small sheds. With Weld County approval, we look to construct a new Out Building (60'X 120') to be located on the South east side of the property. The "future" Out Building (projected build is 2 to 5 years out) will allow us to move equipment inside that is currently stored outside in the inclement weather. We do not have the design plans for the out building at this time. (Please note the near future will include a Detention Pond to be located on East side of the yard. We expect to receive the Drainage report on December 21' and will provide to the Planning Department). update: 1 he Drainage Report was received 12/21/18 and sent to Chris Gathman. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. The proposal is consistent with the intent of the Weld County Code, Chapter 22, Sec.22. Our goal is to keep the consistent character in a Non -Urban setting by maintaining the rural heritage. The business falls into the scope of "diverse" industries that surround our property. We have in operation a range of companies, both Home & Commercial USE, varying categories, that include Farms- Agricultural (animal & produce), Oil & Gas (big and small- NGL ) companies, several Travel trailer storage companies, (Wheelers) Plumbing & Heating company, independent Semi -truck companies (Rose Rock) , Dog Kennel day care businesses, Horse- Riding Stables and Cut and Bailing surrounding our property. No additional land will be utilized outside the existing USR boundaries of 9.68 acres. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district which is located_ This proposal is consistent with the Weld County Code, Chapter 23. The property is in the Agricultural District currently zoned A. The land has minimal impact on surrounding land or land uses. Weld County supports the vision and fosters varying business growth whether it's agricultural, mining, oil and gas, storage facilities, construction companies and trucking businesses by providing uncomplicated government and at the same time ensuring residents are safe. The site will have an approved detention pond to be completed by summer. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible land uses. The existing land use of surrounding properties include irrigated and pastured land, Oil and Gas development, the neighbor to the left has 15 to 20 large varieties of earth moving machines/ skid steers, & equipment including Connex containers on the property. To the right of us, the land is used for farming goats with outbuildings and trailers, & equipment on the property. Further to the right of us, we have a rock & stone company in operation, and a large Commercial Travel trailer facility (across the street), Plumbing and Heating company, Horse Boarding, & Rose Rock Semi- Truck company. Two miles off Road 19 & 6'h we have a large oil and gas company (NGL). 5. What are the hours of operation? e.g. Monday thru Friday 8:00 am to 5:00 pm The hours of operation: Monday thru Friday 8:00 to 5:00 pm. Please note during our high peak times in the spring -summer months Saturday work hours could be in play. The hours of operation would still fall in the 8:00 to 5:00 pm realm. 6. List the number of full time and or part time employees per shift. The company has on average 25 to 27 employees working 8 to 5. We have 2 to 3 part-time employees (less than 15 hours a week) that check email, orders, drop off mail & supplies. We have (approximately) 25 Full time employees, 2 employees report to the office daily and the balance reporting to the Job site daily. • We do not offer shift work. 7. If shift work is proposed include the number of employees per shift. "Not applicable" 8. List the number of people who will use this site. Include contractors, truck drivers, customers volunteers, etc. We have an accountant that comes in once or twice a month for 2 to 4 hours on a "as need" basis. All business transactions are handled via phone and email. We have Water (Eldorado) delivered monthly, trash pick- up weekly, occasional UPS. There are no volunteer workers, or contractors on site. We do get solicitations that stop by unannounced. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and types of animals. "Not applicable" 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) The lot surface of 9 1/2 acres — Buildings= 8,000 sf Asphalt Millings = 8,000 sf Native Landscaping = 310,000 sf Animal Pen= 7,000 sf Existing Oil Well= 10,000 sf Easement 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed. Existing parking consists of 2 partially covered spots under a carport (originally here) and 4 spots by the office. While do not have ADA parking designated our surface allows the ability to park with in 6 ft of the office front door for easy access if needed. 12. Explain the existing and proposed landscaping for the site. The existing landscape is native grass, a few trees, and asphalt surrounds the office perimeter. The balance of the property is dirt. 13. Describe the type of fence proposed for the site? (e.g. 6 ft chain link with earth tone slats) The property had existing 4 ft chain link fencing on the left side of the property and 10 ft chain link fencing on the right- side running west to east. The residence and the business yard separates by a 6 foot wood fence (existing) running south to north. 14. Describe the proposed screening for all parking and outdoor storage areas. a. "Non -Applicable" 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. a. "Not Applicable" 16. Who will provide fire protection to the site? Brighton Fire Department 310 Lilac Dr. Lochbuie, Colorado (303-659-6264) 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, building, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. We received the completed Drainage report from Northern Engineering on December 21, 2018, and have sent the report to the Planning and Zoning Department for review. Northern Engineering (Brad Eaton) has already indicated the Detention Pond will be located East of the back property. We expect to complete the Detention pond estimated 3 to 6 months ( baring inclement weather issues). The future Outbuilding to be completed 2 to 5 years from now. We do not have any plans or designs for our future Outbuilding. To be consistent with the existing buildings such as the barns, in keeping a unity look we will consider a Metal panel building. PRE17-O27O EL COLORADO VIEW/ANAYA CONCRETE CORP REVISED 12/2018 Questions & Responses due to the addition of a future Outbuilding (2 to 5 years) Out in the planning stages. Engineering questions: 1. Describe how many roundtrips/days are expected for each vehicle type: *Daily Trips Passenger vehicles — Daily we have 2 employees, one trip in and one trip out. 2 part- time employees one trip in and one trip out. Pickups- 3-4 trucks daily, one trip in and one trip out *Weekly Trips Dump Truck- several (1-3) trips in a week, one trip in and one trip out Skid steer- 1-3 strips in a week, one trip in and one trip out Flatbeds - 1-3 strips in a week, one trip in and one trip out Monthly Trips Earth Moving- 2-4 times a month on trip in and one trip out Semi -Trucks - "Not Applicable" 2. Describe the expected travel routes for the site traffic 2 employees travel eastbound on CR6, turning north on CR17 to the property site. 4 employees travel westbound from Hwy 85 on CR 6 to North on CR 17. The balance of employees daily report directly to the Project site. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) 95% of the current employee traffic will travel eastbound on CR6 toCR17, then north to the property yard. 5% will travel westbound on CR6 to CR17 4. Describe the time of day that you expect the highest traffic volumes from above. Daily (Mon - Fri) employees will arrive between 7 & 8 am and leave between 4 & 5 pm. 5. Describe where the access to the site is planned. "Not Applicable" Continued ......Engineering Questions 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-12-30 F.1. We have engaged with Northern Engineering for a completed Drainage Report and expect the completed report on December 21, 2018. This is pending receipt of report. a./b. The questions for a & b are pending once we have received the Drainage Report from Northern Engineering in Greeley. We will then have a better assessment at that time. Update: The Drainage Report was received 12/21/18 anu sent to Chris Gathman. The report confirms the Proposed Drainage Plan prepared by Northern Engineering. USE BY SPECIAL REVIEW (USR) QUESTIONAIRE (PAGE 2) REVISED 12/2018 Questions & Responses due to the addition of a future Outbuilding (2 to 5 years) Out in the planning stages. Environmental Health questions: 1. What is the drinking water source on the property? Eldorado Water is our drinking source. We have scheduled deliveries monthly and on "as needed basis. l.a. If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. a. "Non -Applicable" 2.b. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. a. "Non -Applicable" 2. What type of sewage disposal system is on the property? a. We are utilizing Empire Portable System for the Work Yard and Office. If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. a. "Non -Applicable" If a new septic system will he installed, please state a "new septic system I proposed" a. "Non -Applicable" 3. If storage or warehousing is proposed, what type of items will be stored? The revised future plan, (2 yrs to 5 yrs out) does include the construction of a new "Out -Building", meeting all conditions with Weld County approval. The planned dimensions are 60' X 120'. This would allow us to move equipment inside the building which is currently stored outside. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. a. "Non -Applicable" Please note: All materials required for projects are delivered to the "job site". The materials consist of asphalt, concrete, & rebar. None of these items are prepared at the yard site. Continued .. Environmental Questions S. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. a. "Non -Applicable" 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. a. "Non -Applicable" 7. If there will be floor drains indicate how the fluids will be contained. a. "Non -Applicable" 8. Indicate if there will be any air emissions. (e.g .painting, oil storage, etc.) a. "Non -Applicable" 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) a. "Non -Applicable" 10. Provide a nuisance management plan if applicable. (e.g.dairies, feedlots, etc.) a. "Non -Applicable" 11. Additional information may be requested depending on type of land use requested. USE BY SPECIAL REVIEW (USR) QUESTIONAIRE (PAGE 1) REVISED 12/2018 Questions & Responses due to the addition of a future Outbuilding (2 to 5 years) Out in the planning stages. Budding Questions: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. a. Existing Building on the property: Residence- approximately 1456 sq. ft W/2 car garage Building 2- Barn 30' X 18' (540 sq. ft) storage of equipment and concrete forms Building 3- Barn 20'X 16' (320 sq. ft) used to spread out Concrete blankets drying out due to rain or snow Carports- 1. Carport (24' X 21') Used to store concrete forms 2.Carport (24' X 21') Employee Parking (2 spots) Animal Structure- open animal pens (currently unused) Office- 18' X 30' b. Proposed future Outbuilding 60' X 120' (2 to 5 yrs.) — The building will be used to store Equipment such as flat bed trailers, skid steers, and tools. 2. Explain how the existing structures on the USR drawing. Building 2- Barn 30' X 18' (540 sq. ft) storage of equipment and concrete forms Building 3- Barn 20'X 16' (320 sq. ft) used to spread out Concrete blankets drying out due to rain or snow Carports- 1. Carport (24' X 21') Used to store concrete forms 2.Carport (24' X 21') Employee Parking (2 spots) Animal Structure- open animal pens (currently unused) Office- 18' X 30' 3. List the proposed use(s) of each structure. The uses of each structure are stated above. USE BY SPECIAL REVIEW (USR) MAP REQUIREMENTS REVISED 12/2018 Questions & Responses due to the addition of a future Outbuilding (2 to 5 years) Out in the planning stages. The size of Map is required to be 24"X 36" (2' X 3') Please add the items below to the USR Map as they apply to your site. Vicinity Map Requirements: �. Area including a one-half mile radius of the property printed to a legible scale 2. Section, township, and range 3. Scale and North arrow 4. Outline of the perimeter of the parcel s. The general classifications and distribution of soils over the parcel under consideration (soil classification names and agricultural capability classifications must be noted in the legend) 6. Locations and names of the roads, irrigation ditches, and water features 7. Any abutting subdivision outlines and names and the boundaries of any adjacent municipality. Please see attached Map ( the 2'x 3'was delivered to Chris Gathman at Weld County ) NORTHERN ENGINEERING Drainage Report Anaya Concrete Weld County, Colorado December 21, 2018 Prepared for: Anaya Concrete Weld County. Colorado Prepared by: Nr NORTHERN ENGINEERING 820 8th Street Greeley, Colorado 80631 Phone: 970 395.9880 www.northernengineerinq.com Project Number 1586-001 This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is necessary, we recommend double -sided printing. NORTHERN ENGINEERING December 21, 2018 Weld County Department of Planning Services 1555 N 17th Avenue Greeley, Colorado 80513 RE: Drainage Report Anaya Concrete Dear Staff: Northern Engineering is pleased to submit this Drainage Report for your review. This report has been prepared in accordance with the Weld County Storm Drainage Criteria along with Urban Drainage and Flood Control Criteria and serves to document the stormwater facility improvements associated with Anaya Concrete. We understand that review by the County is to ensure general compliance with standardized criteria contained in the Weld County Storm Drainage Criteria. If you should have any questions as you review this report, please feel free to contact us. I hereby certify that this report (plan) for the drainage design of the Anaya Concrete project was prepared by me (or under my direct supervision) for the owners thereof and meet or exceed the criteria in the Weld County Storm Drainage Criteria. Northern Engineering Services, Inc. Laurie Clark, PE Project Engineer Brad E. Eaton, PE Project Manager FORT COLLINS:301 North Howes Street, Suite 100, 80521 1970.221.4158 GREELEY 820 8") Street. 80631 1970.395.9880 I WEB: www.northernengineering.com INE NORTHERN ENGINEERING Table of Contents I. Scope 1 II. Design Criteria and References 1 III. Site Location and Description 1 IV. Historic Drainage Patterns 2 V. Historic Basins 2 VI. Irrigation Facilities 2 VII. Floodplain Encroachment 2 VIII. Proposed Drainage Plan 3 IX. Rational Method 5 X. Developed Basins 3 XI. Erosion and Sediment Control 6 XII. Conclusions 6 XIII. References 7 List of Figures Figure 3.1 — Vicinity Map 1 Figure 6.1 — FIRM Flood Insurance Rate Map 2 Appendices Appendix A — Appendix B — Appendix C Appendix D Appendix E — Hydrologic Calculations Retention and Infiltration Calculations — Web Soil Survey — Natural Resources Conservation Service — Variance Request Form Pond Maintenance Requirements Drainage Exhibit Figure 1 — Historic Drainage Exhibit Figure 2 — Developed Drainage Exhibit Drainage Report December 21. 2018 Anaya Concrete Table of Contents W NORTHERN ENGINEERING I. Scope The purpose of this Drainage Report is to summarize the historic and developed drainage patterns, to address general drainage concerns and stormwater impacts for the proposed development of the site using detention and infiltration facilities. Storm drainage issues to be addressed include: 1. Proposed drainage patterns and quantities of flow 2. Proposed stormwater infrastructure design 3. Proposed management concepts II. Design Criteria and References The drainage criteria outlined in the Weld County Storm Drainage Criteria, and the Urban Storm Drainage Criteria Manual prepared by Urban Drainage and Flood Control District were used in preparation of this report. The Rational Method was used to estimate the detention volume based on the 24 -hour, 100 -year storm event in accordance with Weld County criteria. The Urban Drainage and Flood Control District's (UDFCD) Urban Storm Drainage Criteria Manual has been used for best management practices. III. Site Location and Description The project site is located at 2044 Weld County Road 17 in Brighton, Colorado, bound to the west by Weld County Road 17, to the north and south by similar parcels, and to the east by the Thompson Ditch. The parcel is 9.68 acres with multiple buildings, gravel drives, fencing, concrete surfaces, native vegetation, trees, oil and gas facilities, and utility services. Figure '1: Vicinity Map Drainage Report December 21, 2018 Anaya Concrete Page 1 of 7 INF, NORTHERN ENGINEERING IV. Historic Drainage Patterns The site historically drains from west to east, with a majority of runoff overland flowing to a low point near the northeast property corner. There are no existing drainage facilities on this parcel. Historic drainage was analyzed as vacant land with native vegetation and Hydrologic Soil Groups B and C, as shown in in the NCRS Soil Survey Report. There are no offsite flows entering the parcel. See the Historic Drainage Exhibit for more detailed information. V. Historic Basins The site has been divided into two basins for analysis of historic drainage. Basin H 1 Historic Basin H1 is 7.78 acres comprised of undeveloped type C soils with native grasses and trees. This basin generally slopes from west to east at 1.5% slope and overland flows discharge to a low point near the northeast property corner. This basin is considered to be 2% impervious with a 100 -year composite runoff coefficient of 0.49. Basin H2 Historic Basin H2 is 1.89 acres comprised of undeveloped type B soils with native grasses and trees. This basin generally slopes from west to east at 1.5% slope and overland flows discharge to a low point near the northeast property corner. This basin is considered to be 2% impervious with a 100 -year composite runoff coefficient of 0.44. VI. Irrigation Facilities The site is bound to the east by the Thompson Ditch. Runoff from the site does not historically outfall to the ditch. The ditch does not encroach on the subject parcel, nor does it serve the site. VII. Floodplain Encroachment The property is within Zone X as designated by the Federal Emergency Management Agency (FEMA) per Flood Insurance Map Panel (FIRM) No. 08123C2100E, dated January 20, 2016 within Weld County, CO. There are no FEMA designated floodplains encroaching onto the site. Drainage Report December 21, 2018 Anaya Concrete Page 2 of 7 NE NORTHERN ENGINEERING National Flood Hazard Layer FIRMette 3 FFN1A Ati ells • I INf t ?i . _ VSl'2on i F IS ilIF 10 tar r a• • le etl w inant <r IsOrrir IIN O: .. ii a i7. 1:6.000 a Pit re9 51 .as xaSIrrtfale Mpllaal WIMP nl.r. esa SIM 11.0005 MAID mist N -.t1- , UMM gllfl net ONO Ma OD** 1.1104 FLOOD HUUARFD O 250 500 1.0; 1500 Figure 2: FIRM Flood Insurance Rate Map VIII. Proposed Drainage Plan 011E11 WAS .,T lam as Sae ten mail ea la a..ml nlerlte Gene met •••111. eela4.. than an. foot se a own Ns M Ms w dors ISSN MI6 . twine Conan LA banal !� Q.Mi. SS I/.rra a..a eM n.sa.e (lend bs e. t..ta.w Mal.. 4r we. Reid P.a tun 'a La..a *exit j in. Mlnlnrll Item Harare 1 t1IX Mr IOW, Imo at UMca.-.+ea NSA Ward Ciil[Wl • - O•ata4 t 4 at w Ur a STILCIU ES tare O., or Ik e a itJ01JfES WI IMMO tan Silent an. 1'. awl (ant nS War S..t an dwacb. o- - - :,osatl?t a ant Ivry -'loom Fle...nu Lase OFT' unit' M Slue. lurbet xn SoumW, Saud nrrar �en*, M.a1/t ta.tlneWant* Ileaha Oy.al Wr Mark oat C•04 Oats •.alalt Yc.aeaeMaa Ina w mamma tw 111ill cans an asnp.ap MAW inlet YJ 0/ the .rte en yes am mosey rot artn.'nat•1n iwu ll Welber'. 1Se sap <.rala. Aim ?MA a ...n>rw tar the ..not • joss rawer a w a re .ass .. oat.Imt ails•.. Map Assn r.ala. cam*. wry. WAY .1N..ata* w are. earana. The See has .rarebra a r.+.d rrra Snot a. at lhomF4e via S swat 0.00006 w *Ma. MS -Ht' ▪ ailed 1.2 La .' add aaess Rib.' area Y 5. ears. YMJWaMI M Min tae ea na► Me SIC ti .Macaw. erarriialen . a .sane. a /.'Mw raa..a.SS A .ail Isis wow ton., lint rule .'110 M '*41' Ins -wa ,n rnnlw nil the .;+.l.wa m ellaVnti 1a 'Ka ISM ea.te'S M seen. t.4 line Ina l•tr+e• itS w r.+ uene. mate n.n .w.tr edit',.. Fen. sand w,.ra• n Sw elatMn data rail 'n.I4./'.• Sinai aM ..w.Mwipt rein talew.1 it ac t'. .e plea.' I.+M...•• The proposed drainage plan for the Anaya Concrete site is to maintain the existing drainage pattern and to improve the historic conditions according to Weld County Code to minimize risk to adjacent parcels. Because the site has no existing drainage facilities and there are no options for outfall, it is proposed that all runoff be captured in an onsite retention pond and allowed to infiltrate. The pond will be located at the natural low point on the east side of the property. The proposed retention pond has been designed to meet the criteria outlined in Section 23- 12-90.B of the Weld County Code: 1. Retention facilities are not allowed in Weld County without the issuance of a variance. 2. Retention facilities must be designed to contain 1.5 times the volume of the runoff generated by the 24 -hour, 100 -year storm, plus one (1) foot of freeboard. 3. The design of the retention facility must include an emergency spillway and must show a spill will not adversely impact downstream properties or residences. The spillway must be designed in accordance with the detention pond spillway requirements. Drainage Report December 21. 2018 Anaya Concrete Page 3 of 7 NORTHERN INF ENGINEERING The design of the retention facility must provide evidence the pond will drain through the bottom (sides slopes cannot be used in calculation) in less than 72 hours. A retention pond that does not drain in less than 72 hours, can cause injury to water rights, or is in violation of state or federal law, will not be accepted. This drainage report is accompanied by a Weld County Drainage Code Standards and Criteria Variance Request Form — for Engineers with all required supporting documentation. The infiltration pond has been designed to capture a total volume of 125,307 cf of runoff, which is the 24 -hour, 100 -year storm volume of 83,538 cf times the required 1.5 multiplier. This equates to a total required volume of 2.88 acre-feet. The volume calculations were computed using the rational method as described in Volume 1 of the Urban Storm Drainage Criteria Manual. More detailed information about pond volume calculations can be found in Appendix B. To achieve the required volume, the pond bottom was set at an elevation of 5,030 ft with an area of 0.85 acres. The pond surface gradually slopes to the south and west to direct flows to the area most advantageous for infiltration, and the side slopes are designed at 4:1. The water surface elevation is calculated to be 5,032.23 and the top of pond is set as 5,033.23 to achieve the required one foot (1') freeboard. An emergency spillway has been provided at the northeast corner of the pond, which will release flows in excess of the required volume to the historic low point in the existing path. The emergency spillway has been sized to convey the full 24 -hour, 100 -year developed flow, with an elevation of 5,032.23, a depth of one foot (1'), width of ten feet (10') and 4:1 side slopes. Infiltration rates and associated volumes have been calculated using Horton's Equation 6-6 and Recommended Parameters Table 6.7 found in Volume 1 of the Urban Storm Drainage Criteria Manual: Where: f — fo + (J t — f) e-ar f = infiltration rate at any given time t from start of rainfall (iabr) fo = final infiltration rate (in'hr) I; = initial infiltration rate (ia hr) e = natural logarithm base a = decay coefficient (1. second) t = time (seconds). Equation 6-6 Drainage Report December 21. 2018 Anaya Concrete Page 4 of 7 NORTHERN Itililli ENGINEERING Table 6-7. Recommended Horton's equation parameters NRCS Hydrologic Soil Group Infiltration (inches per hour) Decay Coefficient —a Initial f Final fo A 5.0 1.0 0.0007 B 4.5 0.6 0.0018 C 3.0 0.5 0.0018 D 3.0 0.5 0.0018 Parameters for Soil Groups B and C were utilized to calculate a weighted infiltration rate that accurately reflect soil conditions on the site. The following table shows the pond as it has been designed will infiltrate the required 2.88 acre-feet of runoff through the bottom surface within 72 hours. Infiltration Summary for Anaya Concrete Time (HRS) Infiltration Rate (IN/HR) Total Infiltration (IN) Cumulative Infiltration (IN) Bottom Pond (AC) Area of Cumulative Infiltration Volume (AC -FT) 2 1.11 2.22 2.22 0.85 0.16 4 0.86 1.73 3.95 0.85 0.28 6 0.72 1.45 5.39 0.85 0.38 8 0.64 1.28 6.67 0.85 0.47 10 0.59 1.18 7.86 0.85 0.56 12 0.56 1.13 8.98 0.85 0.64 14 0.55 1.09 10.08 0.85 0.72 16 0.54 1.08 11.15 0.85 0.79 18 0.53 1.06 12.22 0.85 0.87 20 0.53 1.06 13.27 0.85 0.94 22 0.53 1.05 14.33 0.85 1.02 24 0.53 1.05 15.38 0.85 1.09 36 0.52 6.29 21.67 0.85 1.54 48 0.52 6.29 27.95 0.85 1.99 60 0.52 6.29 34.24 0.85 2.44 72 0.52 6.29 40.53 0.85 2.88 IX. Rational Method The rational method was utilized for historic and developed runoff and retention volumes. See calculations and UDFCD spreadsheets in Appendix A and B for detailed information. X. Developed Basins The developed site has been divided into two basins for drainage analysis. See Developed Drainage Exhibit for more detailed information. Drainage Report Maya Concrete December 21, 2018 Page 5of7 NIE1 NORTHERN ENGINEERING Basin D1 Developed Basin D1 is 7.78 acres comprised of Soil Group C with various buildings, gravel drives, fencing, concrete surfaces, native vegetation, trees, oil and gas facilities, utility services, and a portion of the proposed pond. It should be noted the pond area has been calculated with an impervious value of 100% in accordance with County standards. These calculations include a future 7,200 sf building that may be constructed in the near future. This basin generally slopes from west to east at 1.5% slope and overland flows will be directed to the infiltration pond described in the previous section of this report. This basin is calculated to be 29% impervious with a 100 -year composite runoff coefficient of 0.60. Basin D2 Developed Basin D2 is 1.89 acres comprised of Soil Group B with native vegetation, a portion of the future 7,200 sf building that may be constructed, and a portion of the proposed pond. It should be noted the pond area has been calculated with an impervious value of 100% in accordance with County standards. This basin generally slopes from west to east at 1.5% slope and overland flows will be directed to the infiltration pond described in the previous section of this report. This basin is calculated to be 6% impervious with a 100 -year composite runoff coefficient of 0.45. Xl. Erosion and Sediment Control It shall be the responsibility of the Contractor constructing the detention pond to ensure erosion control measures are properly installed and maintained utilizing Best Management Practices (BMPs) from the UDFCD criteria. Erosion control measures expected during pond construction include silt fencing along the downhill edge of graded slopes along with riprap protection at the emergency spillway location. Please see Appendix E for ongoing pond maintenance requirements. XII. Conclusions The drainage improvements proposed in this report conform to the Weld County Storm Drainage Criteria and Urban Drainage and Flood Control (UDFCD) criteria. The proposed stormwater system will adequately capture, retain, and infiltrate the developed runoff from the proposed improvements on the site thereby protecting adjacent properties from adverse impact resulting from the proposed site improvements. Drainage Report December 21, 2018 Anaya Concrete Page 6 of 7 hE NORTHERN ENGINEERING XIII. References 1. "Weld County Storm Drainage Standards," Updated 2015. 2. "Hydrologic Soil Group - Weld County Area. Web Soil Survey - Home. February 2015, Natural Resources Conservation Service, United States Department of Agriculture. 20 February 2015, http://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm 3. Urban Drainage and Flood Control District, Wright Water Engineers, and Others. Urban Storm Drainage Criteria Manual, Volumes 1-3. Denver, Colorado: Urban Drainage and Flood Control District, Revised August 2018. Drainage Report December 21. 2018 Anaya Concrete Page 7 of 7 Nr--' NORTHERN ENGINEERING Appendix A Hydrologic Calculations Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.0307&... NOAA Atlas 14, Volume 8, Version 2 Location name: Brighton, Colorado, USA* Latitude: 40.0307°, Longitude: -104.9026° Elevation: 5039.23 ft** * source: ESRI Maps " source USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Pence, Deborah Martin, Sandra Paviovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk Dale Unruh, Michael Yekta, Geoffery Bonnin NOM National Weather Service. Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration 5 -min 1 2 5 r Average recurrence interval (years) 10 25 10 -min 15 -min 30 -min 60 -min 2.71 (2.09-3.53) 1.99 (1.53-2.59) 1.62 (1.24-2.10) 1.11 (0.854-1.44) 0.677 (0.520-0.880) 2 -hr 3 -hr 6 -hr 12 -hr 0.400 (0.310-0.514) 0.287 (0.225-0.367) 0.171 (0.135-0.216) 3.31 (2.54-4.32) 2.43 (1.87-3.16) 1.97 (1.52-2.57) 1.35 (1.04-1.76) 0.824 (0.633-1.07) 0.487 (0.378-0.627) 0.350 (0.274-0.448) 0.206 (0.162-0.260) 4.46 (3.42-5.83) 3.27 (2.50-4.27) 2.66 (2.04-3.47) 1.81 (1.38-2.36) 1.11 (0.848-1.45) 0.656 (0.508-0.846) 0.471 (0.367-0.604) 0.272 (0.214-0.345) 5.58 (4.25-7.32) 4.09 (3.11-5.36) 3.32 (2.53-4.36) 7.34 (5.52-10.3) 5.38 (4.04-7.54) 2.25 (1.72-2.96) 1.38 (1.05-1.81) 0.819 (0.630-1.06) 0.588 (0.455-0.757) 0.336 (0.263-0.428) 4.37 (3.29-6.13) 2.96 (2.23-4.16) 1.82 (1.37-2.55) 1.08 (0.821-1.50) 0.773 (0.591-1.06) 0.437 (0.338-0.593) 50 8.88 (6.49-12.6) 6.50 (4.75-9.19) 5.29 (3.86-7.47) 3.58 (2.62-5.07) 2.20 (1.61-3.11) 1.31 (0.966-1.82) 0.935 (0.695-1.29) 0.526 (0.394-0.717) 0.105 (0.084-0.131) 0.124 (0.099-0.155) 0.160 (0.127-0.201) 0.194 (0.154-0.244) 0.248 (0.193-0.330) 0.294 (0.223-0.395 100 200 500 10.6 (7.49-15.3) 7.75 (5.48-11.2) 6.30 (4.46-9.12) 12.5 (8.48-18.6) 9.14 (6.21-13.6) 7.43 (5.05-11.1) 15.2 (9.96-23.3) 11.2 (7.30-17.1) 1000 17.5 (11.1-26.9) 12.8 (8.12-19.7) 9.07 (5.93-13.9) 10.4 (6.60-16.0) 4.27 (3.02-6.19) 5.04 (3.42-7.50) 6.16 (4.03-9.41) 7.08 (4.48-10.9) 2.63 (1.86-3.81) 1.56 (1.11-2.23) 1.11 (0.800-1.58) 0.623 (0.452-0.871) 0.345 (0.253-0.475) 3.10 (2.11-4.61) 3.79 (2.48-5.79) 4.36 (2.76-6.68) 1.84 (1.26-2.70) 1.31 (0.906-1.91) 2.25 (1.49-3.39) 2.59 (1.65-3.91) 1.60 1.84 (1.07-2.40) (1.18-2.76) 0.730 (0.510-1.05) 24 -hr 0.063 (0.051-0.078) 0.075 (0.061-0.093) 0.097 (0.078-0.120) 0.116 (0.093-0.144) 0.145 (0.114-0.190) 0.170 (0.130-0.224 0.401 0.283-0.567) 0.196 0.224 (0.145-0.265) 0.159-0.311) 0.887 (0.596-1.31) 0.482 (0.327-0.700) 0.264 (0.181-0.376) 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day .036 (0.030-0.044) 0.026 (0.022-0.032) 0.021 (0.017-0.025) 0.014 (0.011-0.016) 0.011 (0.009-0.013) 0.007 (0.006-0.008) 0.005 (0.005-0.006) 0.004 (0.004-0.005) 0.004 (0.003-0.004) 0.044 (0.036-0.054) 0.032 (0.026-0.038) 0.025 (0.021-0.030) 0.016 (0.013-0.019) 0.012 (0.010-0.015) 0.008 (0.007-0.009) 0.006 (0.005-0.007) 0.005 (0.004-0.006) 0.004 (0.004-0.005) 0.057 (0.047-0.070) 0.041 (0.033-0.049) 0.032 (0.026-0.038) 0.020 (0.017-0.024) 0.015 (0.013-0.018) 0.009 (0.008-0.011) 0.007 (0.006-0.009) 0.006 (0.005-0.007) 0.005 r 0.006 (0.004-0.006)1(0.005-0.006) 0.069 (0.056-0.084) 0.048 (0.039-0.059) 0.038 (0.031-0.045) 0.023 (0.019-0.028) 0.018 (0.015-0.021) 0.011 (0.009-0.013) 0.008 (0.007-0.010) 0.007 (0.006-0.008) 0.085 (0.067-0.108) 0.059 (0.047-0.075) 0.046 (0.036-0.057) 0.028 (0.023-0.035) 0.021 (0.017-0.026) 0.013 (0.010-0.015) 0.010 (0.008-0.012) 0.008 (0.006-0.009) 0.006 (0.005-0.008) 0.098 _ (0.075-0.126) 0.068 (0.052-0.087) 0.052 (0.041-0.066) (0.082-0.146) 0.077 (0.057-0.101) 0.059 (0.044-0.077) 0.032 0.036 (0.025-0.040) (0.027-0.046) 0.024 (0.019-0.030) 0.014 (0.011-0.017) 0.011 (0.009-0.013) 0.008 (0.007-0.010) 0.007 (0.006-0.009) 0.027 (0.020-0.034) 0.016 (0.012-0.020) 0.012 (0.009-0.015) 0.124 (0.089-0.169) 0.086 (0.062-0.116) 0.066 (0.048-0.088) 0.040 (0.029-0.053) 0.029 (0.022-0.039) 0.017 (0.013-0.022) 0.013 (0.010-0.016) 0.009 0.010 (0.007-0.011) (0.007-0.013) 0.008 (0.006-0.010) 0.008 (0.006-0.011) 0.143 (0.098-0.200) 0.099 (0.068-0.136) 0.076 (0.053-0.104) 0.045 (0.032-0.062) 0.033 (0.024-0.045) 0.019 (0.014-0.025) 0.014 (0.010-0.019) 0.011 (0.008-0.014) 0.009 (0.007-0.012) 1.02 (0.661-1.50) 0.549 (0.361-0.800) 0.296 (0.197-0.425) 0.157 (0.106-0.223) 0.108 (0.073-0.152) 0.083 (0.056-0.116) 0.050 (0.034-0.069) 0.036 (0.025-0.050) 0.020 (0.014-0.028) 0.015 (0.011-0.020) 0.012 (0.008-0.015) 0.010 (0.007-0.013) 1 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 1 of 4 12/10/2018, 10:38 AM IVY NORTHERN ENGINEERING ADDRESS: 301 N. Sown Strout, Sun* 100 /M CoNU N, CO 50131 PHONE: 970.221.4159 PAX: 970.221.4159 WEB8ITE: www.northoninfaiterIng.com HISTORIC COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Character of Surface Percent Impervious* Project: Anaya Employee: L. Clark Date: December 18, 2018 , Percent Impervious values are taken from Table 6-3 of the USDCM (03/2017) Asphalt .. ........ 100% Concrete . ..................... 90% Gravel... ..... ................... .................... 40% Roofs 90% Grass Pavers 40% Porious Pavers 40% Lawns and Landscaping 2% Runoff Coeffioents are taken from Table 6-4 of the Urban Storm Drainage Critena Manual (03/2017) NRCS HYDROLIC SOIL GROUP B & C Baisin ID Basin Area (sq.ft.) Basin Area (acres) Area of Asphalt (acres) Area of Concrete and Roofs (acres) Area of Gravel Parking and Drives (acres) Area of Vegetated Surfaces (acres) Percent Impervious 2 -year Composite Runoff Coefficient 5 -year Composite Runoff Coefficient 10 -year Composite Runoff Coefficient 100 -year Composite Runoff Coefficient H 1 339.033 7.783 0.000 0.000 0 000 7.783 2% 0 0 1 0 05 a 15 0 49 H2 82 495 1.894 0.000 0.000 0 000 1.894 2% 0 '0 0 0' 0 J.' 0 44 TOTAL 421,528 9.677 0.000 0.000 0.000 9.677 2% 0.01 0.04 0.13 0.48 11� NORTHERN ENGINEERING ADDRESS: 301 N Howe. Street. Susie 100 Fort C..Iline. CO MOS)1 PHONE 970.221.4158 FAX: 970.221 4159 WEBSITE: www.northernenyineering.com COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Character of Surface Percent Impervious' Project: Anaya Employee: L. Clark Date: December 18, 2018 ' Percent Impervious values are taken from Table 6-3 of the USDCM (03/2017) Pond Surface 100% Concrete 90% Gravel 40% Roofs 90% Grass Pavers .. 40% Porious Pavers ..... 40% Lawns and Landscaping 2% Runoff Coefficients are taken from Table 6-4 of the Urban Storm Drainage Criteria Manual (03/2017) NRCS HYDROLIC SOIL GROUP: B 8 C Baisin ID Basin Area (sq.ft.) Basin Area (acres) Area of Pond (acres) Concrete and Roofs (acres) Area of Gravel Parking and Drives (acres) Area of Vegetated Surfaces (acres) Percent Impervious 2 -year Composite Runoff Coefficient 5 -year Composite Runoff Coefficient 10 -year Composite Runoff Coefficient 100 -year Composite Runoff Coefficient D1 339,033 7.783 1.093 0.400 1,798 4.493 29°%% :. �:, 2 �' � 3`, 0 50 D2 82,495 1.894 0.000 0.083 0.000 1.811 6% 3 _' 0 02 0 10 0 TOTAL 421,528 9.677 1.093 0.482 1.798 6.304 25% 0.14 0.23 0.30 0.57 SOIL GROUP B SOIL GROUP C NE NORTHERN ENGINEERING ADDRESS: 101 M Howes Strut, State 100 fort C .I1IN%. CO 841511 PHONE. 970.221.4158 FAX: 970.221 .4159 WEBSITE: www.norlhernt-neiInrerrnp.co.n Infiltration Summary for Anaya Concrete Time (HRS) Infiltration Rate (IN/HR) Total Infiltration (IN) Cumulative Infiltration (IN) Bottom of Pond Area (AC) Cumulative Infiltration (AC Volume -FT 2 1.11 2.22 2.22 0.85 0.16 4 0.86 1.73 3.95 0.85 0.28 6 0.72 1.45 5.39 0.85 0.38 8 0.64 1.28 6.67 0.85 0.47 10 0.59 1.18 7.86 0.85 0.56 12 0.56 1.13 8.98 0.85 0.64 14 0.55 1.09 10.08 0.85 0.72 16 0.54 1.08 11.15 0.85 0.79 18 0.53 1.06 12.22 0.85 0.87 20 0.53 1.06 13.27 0.85 0.94 22 0.53 1.05 14.33 0.85 1.02 24 0.53 1.05 15.38 0.85 1.09 36 0.52 6.29 21.67 0.85 1.54 48 0.52 6.29 27.95 0.85 1.99 60 0.52 6.29 34.24 0.85 2.44 72 0.52 6.29 40.53 0.85 2.88 t l NORTHERN ENGINEERING et Appendix B Detention Calculations INFILTRATION POND SIZING Project Name Location Item Anaya Concrete Weld County Infiltration Pond Developed Conditions : Land Use Gravel Concrete & Roofs Vegetation Pond Total "% Imp " (Composite) "C1oo" Value "I" (Intensity) "A" (Area) Time (Hrs) 6 12 18 24 Q=CIA Intensity (ln/Hr) STORAGE REQUIRED Multiplier 0.196 0.196 0.196 0.196 Area (sf) 78,314 21,005 274,609 47,600 421,528 %Imp Areax%imp 40 90 2 100 25 % 3,132,560 1,890,450 549,218 4,760,000 10,332,228 Runoff 100-Yr. Storm 0.57 Soil Groups B & C 0.196 24 -Hour, 100 Year storm (NOAA Atlas 14, Volume 8, Version 2) 9.68 Acres Flow (Q) Volume IN (Cfs) (Cf) 1.08 1.08 1.08 1.08 83,538 CF 1.5 23,352 46,704 70.056 93,408 Infiltration Storage Volume Volume (CO (CO 16,831 6,521 11,211 35,493 10,093 59,963 9,870 83,538 1.92 AC -FT 1.5 125,307 CF 2.88 AC -FT Volume Req'd >>>>>>>>> Total Required Storage : ACTUAL STORAGE : (A) Elevation Depth 5,028.00 5,029.00 5,030.00 5,031.00 5,032.00 5,033.23 1.00 1.00 1.00 1.00 1.00 Total Volume Elev. (A1) E Volume (01) Partial volume (C2) Depth, partial volume High water level Spillway Depth Free board Top pond bank elevation Project Number Computation By Check By (B) Area (SF) 3,453 16,440 37,460 40,043 44,290 48,200 52,515 (C) Volume (CF) 9,947 26,950 38,752 42,167 46,245 1586-001 LAC BEE (O) f Volume F Volume (CF) (AC -FT) 9,947 36,897 75,648 117,815 164,060 125,306.73 5,033.00 164,060 5032.23 1.00 1.00 5033.23 175,642 0.23 0.85 1.74 2.70 3.77 4.03 2.88 Ac -ft 1566a1111_pwai_Raitoal FAA GIs. claim rl I_ Pant Vol (2). I2i19,211IS. 143 PM Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Emergency Spillway Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 = Sharp = 5.00 = 1.00 = 4.00 = 3.10 Known Q = 0.20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Emergency Spillway Thursday. Dec 20 2018 = 0.06 = 0.200 = 0.31 = 0.64 = 5.48 0 2 Weir 4 6 W.S. 8 10 12 14 16 18 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Length (ft) [(o.64)(o.015) 0.17 2 RIPRAP CALCULATIONS FOR EMERGENCY SPILLWAY 4.5(G, — „thedj Where: V — mean channel velocity ItVscc) S - longitudinal channel slope (lift) - mean rock size (f1) Equation 8-11 (is - specific gravity of stone (minimum - 2.50. typically 2.5 to 2.7). Note: In this equation (Cs -1) considers the buoyancy of the water, in that the specific gravity of water is subtracted from the specific gravity of the rock. T = 213s,Equation 9-15 (4 5) (2 5 1)0.66 Dso ≥ DS0 ≥ 5.68" Use D50 = 9" Type L Riprap T = 2(9") = 18" W=2(5')=10' L = 10' Ihr NORTHERN ENGINEERING Appendix C NRCS - Web Soil Survey l7' 1' SS' h A Hydrologic Soil Group —Weld County, Colorado. Southern Part S(exi map Scale 1:2,170 (pitted cr A LnScape ' i l" x 8. S) sheet. Na 30 80 t20 31679) Meows 180 Feet 0 100 200 4m St dc} Map emon: Wee Minor Cana mWe4 oninates: Efge tics: UTM Zane 13N WCS84 ,• Natural Resources r Conservation Service 12/1C/2018 Page 1 of 4 Web Soil Survey Nat onal Cooperative Soil Survey 118440 53354C n — a(P 1• Si" N 40° 1'/S'N Hydrologic Soil Group —Weld County Cclorado. Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AO') Soils Soil Rating Polygons A A/D B B/D C/D D Not rated or not available Soil Rating Lines A 44 .v AC B .� B/D rr .v ti a 44 C C/D D Not rated or not evadable Soil Rating Points A ▪ A/D � B ▪ B/D p C The soil surveys that comprise your AOI were mapped a: 1:24,000. ❑ C/D © p Warning. Soil Map may not be valid at this scale. O Not rated or not available Water Features Streams and Canals Transportation Rails ti Interstate Highways US Routes Major Roads Local Roads Background Jai Aerial Photography Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the oar scale on each map sheet for map measurements. Source of Map Natural Resources Conservation Service Web Soil Survey URA Coordinate System: Web Mercator (EPSG 3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but d storts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area Weld County, Colorado. Southern Part Survey Area Data Verson 17, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 cr larger. Date(s) aerial images were photographed Sep 20. 2015 —Oct 21, 2017 The orthophoto or other oase map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. ltl-1. Natural Resources Web Soil Survey r Conservation Service National Cooperative Soil Survey 12/10/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 42 Nunn clay loam, 1 to 3 percent slopes C 8.0 80.8% 82 Wiley -Colby complex, 1 to 3 percent slopes B 1.9 19.2% Totals for Area of Interest 9.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or day layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition llMCsm Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 12/10/2018 Page 3 of 4 11E NORTHERN ENGINEERING Appendix D Variance Request Form CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Brad Eaton of Northern Engineering Services, Inc. , Consultant Engineer for Anaya Concrete ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of PRE17-0270 ("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 guarantee or warranty either expressed or implied. (Engineer's Stamp) 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. 1) The requested variance to Weld County Code criteria under Section 23-12-90 is to allow for detention with infiltration (retention) for the improvements on the Anaya Concrete property. 2) It is not possib e to meet the above referenced We d County Code criteria under Section 23-'2-90 for conventional detention with surface release because no outfall is available. The Thompson Ditch runs adjacent to the east parcel line, but storm runoff is not acceptable to a ditch company. 3) The proposed alternative of detention with infiltration (retention) has been designed in accordance with Weld County Code criteria under Section 23-12-90 "Retention Criteria" and meets or exceeds County requirements for this type of system, thereby meeting the intent of the Weld County Code by protecting adjacent properties from injury. Please see the project drainage narrative and supporting documentation for a comprehensive description of the proposed alternative. for conventional detention with surface release because no outfall is available. The Thompson Ditch runs adjacent to the east parcel line, but storm runoff is not acceptable to a ditch company. 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 NORTHERN ENGINEERING Appendix E Pond Maintenance Requirements Pond Maintenance Requirements The structural and functional integrity of the detention basin shall be maintained at all times by removing and preventing drainage interference, obstructions, blockages, or other adverse effects into, through, or out of the system. 1. Routine Maintenance Inspections Routine inspections shall be performed a minimum of two (2) times annually and after major rainfall events Sediment and Debris Management a) Periodic silt removal shall occur when standing water conditions occur or the pond's storage volume is reduced by more than 10%. Silt shall be removed, and the pond/basin returned to original lines and grades shown on the approved engineering plans. In addition, corrective measures are required any time a basin does not drain completely within 72 hours of cessation of inflow. b) Accumulated litter, sediment, and debris shall be removed every six (6) months or as necessary to maintain proper operation of the basin. Disposal shall be in accordance with federal, state, and local regulations. Vegetation Management Detention facilities shall be mowed monthly between the months of April and October or anytime vegetation exceeds 12 -inches in height. 2. Non -Routine Maintenance General The detention basin shall be kept free of excess trash and debris, poisonous and noxious weeds, contaminants and pollution, rodent holes, standing water harboring insects, and unwanted vegetation growth (i.e. shrubs or trees). These potential defects shall be repaired or mitigated to the original state within 30 days from the date of observation. Facility Repairs If, upon routine inspection, any signs of damage to the outlet structure, trickle channel, outlet pipe, emergency spillway, or pond embankment are observed, the feature shall be repaired to the original state within 30 days from the date of observation 11E NORTHERN ENGINEERING Drainage Exhibits i GRAPHIC SCALE: 1 - — I LEGEND: NORTH le tail 1 Po PIP, INCH la Pin awry 4r. ry..•••n aim Y IW IOW MO.wyO11AMOI1p4 .worn O.Irn now 1 t M'I•.O. MI Jw.atih wl Mel 1r t. .. t owl. .. 101141MC. OV a,. 111"Cn 4441W. M 4ThW • 9 A r� H1 1 •••• ••• SIMS g I 1/4 .� • r THOMPSON DITCH 1 1 I' • 4 1 r a: ANAYA CONCRETE DRAINAGE HISTORIC DRAINAGE EXHIBIT DRN1 0 !(N .YMIAt or CIS n—•Musiise C IMAM= sour 5050 I CAy wMA41O1 ca WI MIY M .rn. MY. At1•OMML M Silt CA. f •i a.n SUSS IAIn.M Pi cWi .t OM. 501 M O al MINA WM. SSW roart 1'.YC •r.ltlY • ,I ry •I•I M .y -LM 14.010044414 larsiblais I*_. MAWS r _ V1WS RAAIL Ls AI O•.wt W Sass V's., wt is II a MSS • wll.eitS II I RUNOFF SUMMARY: INFILTRATION POND - 6 fit •I. IAWIYAACI AOCti. PROP SE SCALE: a nee •IM •-. 5045 5045 . - -- 5040 W 35 • c - - 1- 5040 _ if - - l - 11::1 ... 1-� �.. :in, :" 1 : ate.. -.:4:_• _ �. ` • 5030 - 5030 5025 ( `I N°' 5025 .---._ 5020 t i 5020\ 5015 5015 r i�- in. 11 -x. -1 -0+250+00 1+00 2+00 3+00 4+00 5+00 6.006+25 400. -1N — I A•Anv AQn1M.KI — OM,I K cowa.ow.. UPS SS Gee Coots a Ant VI.. •lot+ TIM/ "4 rE , .1 stain H Me 0 1.104• N•N0 7 I, tle • I s 10 •T0 N► IV la TO 277.720 '♦ M' ICsrt•Mbt 'C.I- '- -'I 'A' Sad I 5/40 •1 f 0•c1A IY.lul10FA sun . AN sot Gel* liC • I IN N•wv IN•M Wm (MGIA Ara. •I r .v 1 .••In• l • IS Asa 1111-- twee •M•etl A. Alt Vas, III VMS YIUwe .>YIw 100 Ace - H - 1 OIM to an: MM eyI 17 • 1a 101 Is/01 11211 7050 I I • IN I a rosin 60 ON WOO IN t 0 0401 •In 1311 Ta1A:11 la MaltWOOS 0la GV • I 0 Ac_IT I1 Ti Cr - --FS AG!: GRAF)! IIC SCALE. NORTH r I r 'a is llltI •.CII•MIILI ray ars, IIMOP••'0 M•IIH t IC M.U- • I l ry t.eMa cot {MN IO0MI W It. tv.su II I IOI I O. •n•I• • I LEGEND: 0 El W. 01015 MI. •o0r>A.. MOOS IMO wnOln SCOW IMXIS:000046 IAMIOOe1. VS as tang ISOM nu wlpVUg SW NV mean 004•lip,!• IM•. OOa I OYtA. o.I..a Ma ID MINMAOtMM MD Pllaaal as IMOYMI-Y 001•• IIAW utI.IAA•OY saIOa0OI II AMOI.y MINS • MIMI r.Ow a- ..I MCI Ines I nays, CCaffio .V1 saute ltoc..III AMA iWllo' I tYM tI NOTES: MI ..N A .y rq•• to VFW OtYFWf Afglt Ma AWYA ODts tir 8044.4444Oe• IOMt..MV O.W1IM OI Yl!4V.n .OI .0400r•. NOtIYtW. t CY. MAC to W. laMAat l'A•LAE IY Cal= Slot. IV 050. W ONO 00 MM IMt r1.001 I Ca IMAC Id I• n0/NCO IO 2444.0. OM MKIWAM VMY. tah I.YI M DSO'S) 0. 00 COINS M010•A V A IMMICOCS0. W 0110.14 S0 SCUMS Cavil. rl Y .Y.•1 MMOCOM0 Al tN sic or {.C1. okra MOs YOM I4COIMMr MIa ,YAYCI A.II s.#al SONS o Mt/EAIn V I ,.. awl PC0Al OY i••• Pus AML 0SN•IC n•n el, IA IOrIOOMt •NN1 IN II MS ION O. linn .IAOIOG.l10Y WI II IS ILIM.un N CM MAC rat 040 OSCANIAO 0\ tic On*MC In. SAY J —r o 1` CeZ W CC W W Ce ZW a Ii 9S 8 11 L x. ANAYA CONCRETE DRAINAGE DEVELOPED DRAINAGE EXHIBIT Sr oeI DRN2 2 of 2 DRAINAGE REPORT REVIEW CHECKLIST Project Name: USR19-0017 Anaya Concrete 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 (0 = complete, ❑ = required) Stamped by PE, scanned electronic PDF acceptable .Certification of Compliance -1Variance request, if applicable Description/Scope of Work — What is the proposed use of the property? lNumber of acres for the site n Methodologies used for drainage report & analysis Design Parameters 0 Design storm ❑Release rate — N/A ❑URBANIZING or NON -URBANIZING — N/A ZOverall post construction site imperviousness 0 Soils types El Discuss how the offsite drainage is being routed - See #1 Below OConclusion statement must also include the following: 51Indicate 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. ZHow the project impacts are mitigated Construction Drawings .Drawings stamped by PE. (scanned electronic PDF preferred) Drainage facilities Outlet details — N/A llSpillway Maintenance Plan IX Frequency of onsite inspections Repairs. if needed OCleaning of sediment and debris from drainage facilities Vegetation maintenance — See #2 below '—'Include manufacturer maintenance specifications. if applicable Comments: Page 2 of 7, Section IV states "There are no offsite flows entering the parcel." How does this occur? Please clarify. 2. As the slopes of the retention pond are proposed to be 4:1. please address how these slopes will be mowed. 3. Page 4 of 7. section VIII states that the emergency spillway will have a depth of one foot. The spillway was calculated with the 100 -year, 24 -hour flow The spillway must pass the 100 -year. 1 -hour flow at .5 feet in depth 4/11/2018 Weld County Department of Public Works/ 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 retention pond must be designed to hold 1.5 times the 100 -year, 24 -hour runoff. The infiltration cannot be subtracted when calculating the volume to be stored 5. 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. 6. Please provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank -you. 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 wwwweldgov.com/departments/public_works/development_review/ Lx)si,>g. -rF c. /14-4/A-77 This map s a user generated static output from an Internet mapping site and is for 'eference only. Data layers that appear on this map may or may not be accurate. current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION From: Prisciliano Anaya To: Chris Gathman Subject: Re: FW: PRE17-0270 - responses to questionnaire Date: Thursday, January 17, 2019 3:45:52 PM ( auti„n: This email originated from outside of Weld Count) Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Chris, 1.) The Connex containers is where we keep our concrete blankets and the maximum number will always be 2 containers on the property. Any extra over flow would go into the future Out building ( 1 confirmed with Mr. Prisciliano Anaya) 2.) Now on the Maintenance here is where we are at and will need your advise and guidance so we are above board and in compliance. Our trucks are serviced and maintenance is done offsite but during a project if a machine goes down and we need it by morning or same day we will fix it or at least attempt to fix it to get back to the job asap. The scenario would include a broken belt, changing a seal, or replacing a hydraulic hose in an emergency situation. We want to be up front with this so please direct me on how do we best respond. Thank you, Lil Phillips On Wed, Jan 16, 2019 at 2:52 PM Chris Gathman <cgathman!a;`weldgov.com> wrote: Dear Lil, Sorry for the delay. I was out of the office this week. After that I was out sick for a couple days last week and I am still catching up. I have two questions: 1. 1 just want it clarified - Will there be any vehicle maintenance onsite or will vehicle maintenance and repairs (including oil changes) will be done offsite? 2. Question #1 mentions connex containers — how many connex containers (at a maximum) will there be onsite — we have to list the specific amount of connex containers in this request. 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: Prisciliano Anaya <anayaconcrete(c gmail.com> Sent: Friday, January 04, 2019 3:06 PM To: Chris Gathman <csathman@weldgov.com> Subject: PRE 17-0270 Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Happy New Year Chris, I just returned from the X-Mas Holiday and see that Leslie sent you the Drainage Report on 12/21/18 and see the conclusion in the report is the need for a Detention Pond. I have attached the updated Questionaire for review & was able to utilize the samples on Weld County site. During our meeting I mentioned Laura and Prisci Anaya have court on Monday January 7th, 2019 and will wait for the results on that meeting. I have checked off all the items I show that were outstanding but certainly let me know if I missed anything, Thank you, Lil Phillips ANAYA CONCRETE CORP 2044 County Road 17 Brighton, Colorado 80603 Office: 720-965-1615 http://www.anayaconcrete.com ANAYA CONCRETE CORP 2044 County Road 17 Brighton, Colorado 80603 Office: 720-965-1615 http://www.anayaconcrete.com Hello