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Home My WebLink About20193466.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING ER 'ICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 vvww.weldgov.com* 970-400-6100 * FAX 970$04-6498 a a a FOR PLANNING DEPARTMENT USE: AMOUNT I APPLICATION RECEIVED BY Parcel Number*: Address of site: Legal Description: DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: 1061041000 E St H - (A 12 digit number on Tax I . D information, obtainable at wu w weld gov. com) . 44 2726 Northeast 1/4 ection:4 Township: 4 N Range: 60 W Zone District: FA Acreage:35 Floodplain: N Geol. *I; al Hazard: N Airport Overlay: N FEE `vvr\l FINS) OF THE PROPERTY: Name: Kevin Bakel Company: Phone #:720-771-0919 Email: kevin@bakelfarms,com Street Address: 2726 E St. I -WY 60 City/State/Zip Code: Loveland CO 80537 Name: Ronald Bakel Company: Phone*: Street Address: 2726 E St. HWY 60 City/State/Zip Code: Loveland CO 80537 Email: Name: Diane Bakel Company: Phone #: Email: Street Address: 2726 E St. HWY 60 City/State/Zip Code: Loveland CO 80537 APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Robert Molloy Company: Planscapes Phone #: 970-988-5301 Email: rrnenclicy@msicom. Street Address: 980 Norway Maple Drive City/State/Zip Code: Loveland CO 80538 PROPOSED USE: Self Storage I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal a ,iority'to sign for. the corpoc.do Air( 7-4:21-06694 Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date 9-ries-dower Robert Molloy ileViaa fazteL.. Print Name .rnane, e Print Name Rev 4/2016 k�L- DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, Co 80631 AUTHORIZATION FORM FOR BUILDING, PLANNING N D HEALTH DEPARTMENT PERMITS AND SERVICES i(We),_, give permission to Robert Molloy (Owner — please print) (Applicant/Agent — please print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located at: 2726 E St. Hwy 60 Legal Description: North east 1/4 of Section 4 , Township 4 N, Range 68 W Subdivision Name: Lot_Blocl� Property Owners Information: Phone: 720-771-0919 E-mail:_kevin@bakelfarms.conn Applicant/Agent Contact Information: Phone: 970-988-5301 E -Mail: ,rmmolloy@msn.com Email correspondence to be sent to: Owner Applicant/Agent __Both Postal service correspondence to be sent to: (choose only one) Owner X Applicant/Agent Additional Info: • Owner Signature: Owner Signature: Date Date:.902t4'd /9 SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONAIRE This application pertains to the real property located on Highway 60 and County Road 7 in Weld County. 1. Explain, in detail, the proposed use of the property. The applicants own the property located in the south east corner of Highway 60 and county Road 7. This property has been used for agricultural purposes in the past and the owner would like to develop and utilize this property for commerciat storage. As the business grows so will the development of this property. The intention is start with grading of the site to meet drainage requirements and resurfacing the areas of storage with approved materials. As more space is need then more materials will be brought in until the site is completed. This proposal also includes the use of indoor storage facilities which will be built with the same premise based on demand. The indoor storage buildings with will be located on the perimeter of the property and expand to the interior over time if there is a demand for them. The main access to the site will be from Highway 60 and located in the north east corner of the site. This is a shared access with the dairy farm located directly east of the property. The owners will also utilize the existing access from County Road 7 as an alternative access or emergency access point. Each access will be gated. Currently there are no structures on site. The owner plans to build 1. 50' x 100' Enclosed RV Storage Buildings. 2. 20' x 200' Mini Storage Buildings The owner will follow the building permit processes when building proposed structures. (A) Proposed conceptual future use of the property! The future use of the property is based on demand. The initial intention is to rent outdoor storage space for the overall site with some limited indoor storage units on some of the perimeter of the property. These indoor storage structures will also provide additional screening and security for the site. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. The subject property is currently zoned A (Agricultural). One essential goal of the Comprehensive Plan is "to support all forms of the agricultural industry and, at the same time/ to protect the rights of the private property owners to convert their agriculture lands to other appropriate land uses." Sec. 22-2-10.B. Conversion of agricultural land to a residential, commercial or industriai use "should be accommodated when the subject site is in an area that can support such development/ and should attempt to be compatible with the region!' Sec. 22-2-20 G.2. A. Policy 7.2 The proposed use on this site would be highly compatible with the surrounding region, and the area can support such development. The proposed use is not offensive in nature, and impacts to environmental resources such as air, water, noise and public health, if any wilt be minimal. The property will be fenced and kept neat in appearance. Some landscaping is proposed along the north end of the property to help screen residential area. This will fall into conformity with section 22-2-150 F.1.Goal 6, which calls for minimizing incompatibilities between industrial use and surrounding properties, supporting visual and sound barrier landscaping, and ensuring that industrial properties are free of derelict vehicles, refuse, and other unsightly materials. The site's contribution to Weld County will overall enhance the County. Furthermore, Section 22-2-150 D. 1. Goal 4 states, "All new industrial development should pay its own way." This is an established business and all improvements will be paid for by the owner without any funding from the County. 3s Explain how this proposal is consistent with h intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located, The property is zoned "A" (Agriculture), as are the properties immediately surrounding this site. The storage facility will be a low traffic use and has the customer convenience of being near the 1-25 corridor. This use is compatible with the surrounding zoning. 4, What type of uses surround the site — explain how the proposed use is consistent and compatible with surrounding land uses. Directly east of the property which shares the eastern property line is a large dairy operation. Other than other possible agricultural uses, this low traffic use would not be affected by the air quality the dairy farm produces. The property to the south is a large oil and gas facility which limits the amount of other uses due to setback requirements. The property to the west has limited agricultural uses and is currently a part of this property. A RE is in the works to separate this property as requested by the county. The properties to the north is pasture land with a single family home located roughly 450' from this property 5. Describe in detail the following: a. Number of people who will use this site: a. Expect 250 customers accessing the facility on average of 3 times per year. i. 250*3 = 750 visits per Year ii. 750/365 = rv2 visits per day. b. Number of employees proposed to be employed at this site 1. There are 0 employees proposed for this site. c. Hours of operation a. 24/7 access for customers with access controlled by a gate. b. There will be a phone number to calf if customers need assistance from SAM to 5PM. c. Emergency phone number will be provided for issues outside hours listed above. d. Type of structures to be built on this site. 1. 50 x 100? Storage Units. 2. 20' x 200' Storage Units. e. Type and number of animals, if any, to be on the site: 1. There are no plans to keep animals on this site. 1. Type and number of vehicles (size, weight) that still access this site. No vehicles currently access the site. Who will provide fire protection to the site Berthoud Fire will provide fire protection to the site. They are in the process of completing the Fire District Notification form. h. Water source on the property 1. Currently water is service is not available on the property. Water is be transported to the site with a portable pickup tank for any landscaping requirements. Sewage disposal system on the property (existing and proposed) 1. A port -a -let will be available on the site with appropriate hand sanitizer itizer and provided bottled water. j. Trash and Refuge Service See Attached dumpster Aster will be provided on site and the refuge company is yet to be determined k. Fuel Storage L There is not a plan to store fuel on site. i. if storage and warehousing is proposed, what type of items will be stored? 1. This site will be used to store recreational vehicles. 6. Explain proposed landscaping for the site. The landscaping shall be shown on a landscaping plan that will be submitted with the site plan. Coniferous trees will be utilized as wind, site and noise barriers on the north end of the site. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. If and when termination occurs there will be very low need for reclamation of the property limit disturbance is proposed. 8. Explain how the storm water drainage will be handled on the site A preliminary storm water drainage plan will be submitted with this application. 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled. Construction will begin immediately and completion of the plan for the site will be determined by success of the business. As the business grows so will the need to expand Landscaping will be installed over a period during construction and during appropriate growing seasons. 10. Explain where storage and for stockpile of wastes will occur on this site. Wastes and by-products will not be stock piled or stored on site. A 4 yard dumpster will be on site and emptied on a determined schedule of need. Please list all proposed on -site and off -site improvements associated with the use. (Example: landscaping, fencing, drainage, turn lanes, etc.) And a timeline of when you will have each one of the improvements completed. a. Grading and road surfacing — Spring 2019 b. Landscaping and Fencing — Spring 2019 c. 20' x 200' Storage Units — As Needed dr 50' x 10Y Storage units — As Needed 50' x 100' Storage units '-;:f.rrn 20' x 200' Storage Units Preliminary Drainage Report ATD Job #2018-071 Ronald Bakel A parcel of land, located in the Northeast Quarter (NE %) of Section 4, Township 4 North, Range 68 West, of the 6th Principal Meridian, County of Weld, State of Colorado Ronald Bakel 2740 Highway 60 Weld County, Colorado June 6, 2018 Prepared by Dan Campbell EIT 74322 "I hereby attest that this report for the Preliminary drainage design for Ronald Bakel was prepared by me, or under my direct supervision, in accordance with the provisions of the Weld County Storm Drainage Design Criteria for the responsible parties thereof. I understand that Weld County does not and shall notassume liability for drainage facilities designed by others." Mark A. Taylor Registered Professional Engineer State of Colorado No. 46065 l Table of Contents General Location and Descript• ion ..n...........m.e..na.n.....as.`........ m.....m...o..aa...aas.m..n•........... Location �A7 so,n t*ttt.t* 4 Description of Property 4 Drainage Basins and Sub -Basins •O..*ia...a...............•f......• .r.•......a*i.......s.........•....ai......a............ Major Basin Description Sub -Basin Description Drainage Design Criteria ,.... ........ .mo...m.*.............im...+s...msa:...ommo..omm..nn•*mmfnn.. DevelopmentC✓riterla (Reference and Constraints....****at.,.,.rt*,,,*0****.t*s+tt„ttt..tt•„r,ftt,.tt„ttt..s t,.,.,...t Hydrological Criteria 6 Hydraulic Criteria • Drainage Facility Design ..•.O.iUi...aiiiiiiil.....aa....•lii...ai....a•....l.........•f.al.•aail.... General Concept Specific Details Conclusion.s...t**...a......•*....��.....s....w....��*.....f•a.....*��*.....*•...�t�i...•f�f..��.....r.•a�..�if....ar.�.•*�...*�.�.• Compliance with the Weld County CODE 8 Drainage Concept , References r••fisaia•ai....•i•r ..o...•••,....onenn.; ...ff.......***....r .....s.......im#wfonimo#twoitmmo*tteniaitir... i f.ppendices.il.m...............aowo1..m..mmi*nnamammonmilli#a..m..aa......iiim Ali..mfl on.............nom Hydraulic Computations 10 li 1' dra lic orripuFa ions*,.t**4tar**.....s.....a...rs..a......r.....**.s....*************.#f,,.,.t*i.***•****#..t**.*••••••••00000•10 Property Map Showing Boundaries — Weld County Online Mapping ........................11 Property Map Showing Proximity to City Limits — Weld County Online Mapping ...............,.1 Map Showing Lakes, Rivers, Ditches, Canals — Weld County Online Mapping 13 Property Report — WeldCounty Property Portal 14 FEI'vlA Firm Panel 1660 ,..1? FEMA Finn Panel 1680E 18 Web Soil Survey— Hydrologic Soil Group 19 Web Soil Survey Soil Description (Nunn Clay Loam) •....*........***.,*** *t*.,..,,..********t**.23 Web Soil Survey — Soil Description (Colby Loam) 25 Web Soil Survey — Depth to Water Table 27 Drainage Calculations ,..******..* 31 2 City of Loveland IDF Curve Table - Historic 35 City of Loveland IDs'• Curve Table - Developed 36 Urban Storm Drainage Criteria Manual Volume 1, Table RO-5, Runoff Coefficients ...37 Urban Storm Drainage Criteria Manual Volume I, Table 6-3, imperviousness Values 39 Runoff Coefficient Weighted Averages (Historic/Developed)+,..},.......;,....,40 Interpolations for Runoff Coefficients (Historic/Developed) 41 Restrictor Plate Siz" I g 42 Landscape/Architecture Plans - Planscapes 43 44 Recorded Exemption — Geomark Surveying LLC 3 I. General Location and Description A. Location 1. The property (parcel number 1061041 00044) is located in the Northeast Quarter (NE 'A) of Section 4, Township 4 North, Range 68 West, of the 6th Principal Meridian., County of Weld, State of Colorado. 2. Historically, Weld County Road 7 was located on the East side of the property and has recently been realigned further West through the property. Weld County Road 7 now divides the property into two areas, with one area being West of the road and the other area being East of the road. The area of interest that is being developed is the portion of land on the East side of Weld County Road 7. The site is bordered by Highway 60 to the North. North of Highway Bois Larimer County and South is Weld County. To the East of the site is the old Weld County Road 7, which has been vacated and is now a paved private road. To the South and to the West of the site is Weld County Road 7. 3. There are no major open channels, lakes, streams, irrigation or other water resource facilities within or adjacent to the proposed project site. Using the Weld County Property Portal website with the Lake -River -Canal layer turned on, an unnamed intermittent drainage channel was found near the property. The historic drainage channel is located near the Southeast corner of the site and runs in a Northeastern direction. Water in the drainage channel flows into an unnamed pond approximately two miles Northeast of the site. Water from the pond travels in a Northeast direction for approximately one mile until reaching Hillsboro Ditch. Water from Hillsboro Ditch flows in a Southeast direction until eventually reaching the Little Thompson River. If the Hillsboro Ditch was to exceed capacity near the area Northeast of the pond, the overflow water would travel East into the nearby Big Thompson River. After performing a site visit and reviewing satellite images, it is determined that the drainage channel does not exist adjacent to the site anymore. It is possible that stormmater runoff from the site could reach the drainage channel from the borrow ditch along Highway 60 East of the site. 4. North of the property past Highway 60 is a residential property owned by Martin and Melinda Horstmeyer. East of the property past the old Weld County Road 7 is a residential property owned by M J Dairy, LLC. The site operates in the Dairy Farms industry within the Agricultural Production -Livestock and Animal Specialties sector. To the South of the property is an agricultural property owned by David and Nancy Larsen. West of the property past Weld County Road 7 is the other portion of property owned by Ronald Bakel. 5. The property is approximately 3,150 feet (0.60 miles) from Johnstown City Limits, which classifies the site as a non -urbanizing drainage area. According to the Weld County Property Portal website, the property is not located in an MS4 zone, therefore the MS4 permit standards do not need to be considered. B. Description of Property 1, The area of the property that is being developed is ± 15.47 Acres. A land survey for the entire property has been performed by Geomark Surveying LLC. However, a separate topographic survey has not been performed for just the area of land being 4 developed on the East side of Weld County Road 7. An estimated area was achieved with the WeldCounty Property Portal website using the area measuring tool. 2. The existing ground cover is native non -irrigated prairie grass that is approximately three feet tall. According to the United States Department of Agriculture's (USDA) WebSoil Survey website, the site is made up of approximately 80.5% Colby loam with 3 to 5 percent slopes and 19.5% Nunn clay loam with 1 to 3 percent slopes. The Nunn clay loam is located in the Northwestcorner and also the East/Southeast area of the site. 3. There are no major open channels on or adjacent to the site. 4. The proposed construction for this site is for a packed gravel parking surface for storing recreational vehicles and boats. The owners expect approximately 40-60 parking spaces per acre. No new buildings or structures are proposed for the site. According to the planning/landscaping architecture plans supplied by Planscapes, the site may also include shipping/storage containers along the perimeter., please see attached document. A detention pond is proposed in the Northeastern portion of the site that will collect stormwater from the Northern half of the site. After performing a site visit, it has been determined that a second detention pond is likely required on the Southeastern portion of the site in order to maintain historical flow patterns. Stommater runoff that reaches the Southeastern boundary of the site collects into the borrow ditch along the vacated Weld County Road 7. After the runoff flows into the borrow ditch, it appears to pond in this ditch until it over tops the vacated road and onto the dairy farm property. A second detention pond will help capture the stormwater with the goal of responsibly releasing the water in a way that doesn't become a nuisance to the dairy farm property. 5. There are no irrigation facilities on this site or within 200 feet of the property. 6. Ground water at this site is assumed to be greater than 6.5 feet below the surface per USDA WebSoils Survey and should be verified during an on -site investigation. Vegetation that relies on ground water to be near the surface in order to survive was not present on the site, which is a good indication that Bound water is not near the surface. II. Drainage Basins and Sub -Basins A. Major Basin Description 1. Weld County Public Works department has been contacted and they are doing research to determine if there is a master drainage plan for this area. 2. At a local scale the site is located in the Big Thompson Drainage Basin which flows into the South Platte Drainage Basin. The South Platte Drainage Basin includes much of the populated region of the Front Range extending outward to the Eastern plains of Colorado. The South Platte River Corridor has experienced a trend of increased urbanization in recent years 3. The site is on FEMA FIRM map Panels 08123C1660E and 08123C1680E. 68OE. The maps are effective as of January 20, 2016. The site is not located in or is affected by any published flood plain or floodway. 5 4. A.11es Taylor & Duke, LLC will perform a topographic survey of the site as the project advances. On -site contours of one foot intervals will be created once the topographic survey is conducted. B. Sub -Basin Description 1. Using the Weld County Property Portal website with the Topography layer turned on, the contours show a historic drainage pattern where runoff flows in a Northeasterly direction on the entire site. However, an on -site inspection revealed that the southern half of the site actually flows to the Southeastern area of the site. A second detention may be required as a result of the property drainage patterns. Stormwater runoff from the Northern half of the site flows in a Northeast direction until it reaches the borrow ditch along Highway 60. Stormwater runoff from the Southern half of the site flows in a Southeast direction to the property boundary and into the existing borrow ditch located along the vacated Weld County Road 7. After the runoff flows into the borrow ditch, it appears to pond in this ditch until it over tops the vacated road. Historic drainage for the adjacent properties all have similar patterns where stormwater flows in a Northeast direction until reaching the historic drainage channel and Hillsboro Ditch. None of the adjacent properties should contribute to additional stormwater runoff on the property. 2. Stormwater runoff from the Northern half of the site flows in a Northeast direction and ends up in the borrow ditch along Highway 60. Stormwater travels East along the borrow ditch away from the site. Further investigation will need to be conducted to see exactly where this stormwater ends up. An existing culvert may be in place that directs the stormwater to the North side of Highway 60 and eventually on a path to the Hillsboro Ditch. Stormwater runoff from the Southern half of the site flows in a Southeast direction to the property boundary. Further investigation will need to be conducted to see exactly where this stormwaterends up. At this point there does not appear to be a culvert that carries the star _ water under the vacated Weld County Road 7 on the East side of the site. Since there is no culvert, it is assumed that the stormwater overtops the vacated Weld County Road 7 and runs onto the M J Dairy property. III.Drainage Design Criteria A. Development Criteria Reference and Constraints 1. There are no known affects from previous drainage studies on this site development and there are no foreseeable effects of the site on any drainage master plans. 2. A detention pond will be constructed on the Northeast portion of the site. Stormwater runoff from the Northern half of the site will flow into the detention pond and will be released into the borrow ditch along Highway 60. A possible constraint is that the depth of the borrow ditch will limit the detention pond depth design. The Southern half of the site will have constraints that need to be addressed. A second detention pond will most likely need to be constructed on the Southeastern portion of the site that will capture stormwater runoff from the Southern half of the site. The problem with this detention pond is that it is unclear where the stormwater is going to be 6 released. A. solution will need to be achieved that results in stormwater runoff not flowing over the vacated Weld d County Road 7 and onto the M & .1 Dairy property, this stormwater flow is likely considered a nuisance flow for the Dairy property. B. Hydrological Criteria 1. A topographic survey has not been conducted yet for this site. A survey will provide the necessary data to perform accurate drainage design calculations. At this point, several assumptions have been made for the preliminary drainage calculations. The area of the site is assumed to be ± 15.47 Acres. The time of concentration for historical flow analysis is assumed to be 60 minutes. The time of concentration for developed flow analysis is assumed to be 40 minutes. Percent impervious for the developed site is assumed to be: 15% greenbelts/landscaping, 10% detention pond, and 75% packed gravel. The dimensions of the detention pond are assum = t to be 225 feet by 127.5 feet, which gives total area of 28,687.5 square feet. 2. The Northern boundary of this site is approximately 1.5 miles from the Loveland City Limits. The rainfall data that will be used is the City of Loveland rainfall tables and IDF curves due to the proximity to the city limits. For historic flow analysis the rainfall intensity values are as follows: 5-yr: 1.4 inOhr, 10-yr: 1.7 in hr, and 100-yr: 2.65 in/hr. For developed flow analysis the rainfall intensity values are as follows: S- yr: 1.85 in/hr, 10-yr 2.2 in/hr, and 100-yr: 3.55 inlhr. 3. The design storm recurrence intervals used in this drainage report are the five (5) year, ten (10) year, and one hundred (100) year storm events. 4. The method used to determine the storm runoff is the Rational Method. The site Percent Imperviousness has been determined from the equations given in the Urban Drainage and Flood Control (UDFC) Urban Storm Drainage Manual, Volume 1, chapter 6, Runoff,(Updated March 2017). An impervious percentage value of 2% was used for the historic flow analysis. A developed site imperviousness is determined to be 33%. The historic flow values for peak runoff are as follows: 5-yr: 2.17 CFS, 10-yr: 5.0 CFS, 100-yr: 15.99 CFS. The developed flow values for peak runoff are as follows: 5-yr: 7.73 CFS, 10-yr: 11.57 CFS, 100-yr: 27.46 CFS. 5. The Detention Discharge was determined using the Historic Five (5) Year rate for an undeveloped site. The historic 5 -year rate was determined to be 0.140 CFS/Acre. The historic time of concentration was assumed to be 60 minutes, the developed time of concentration was assumed to be 40 minutes. The Modified FAA Method was utilized to determine the detention pond volume, the pond volume was determined to be 97,319 cubic feet. This volume includes the 9,062 cubic feet. of Water Quality Capture Volume (WQCV). C. Hydraulic Criteria 1. The detention pond is limited to a historic 5 -year release rate per Weld County Engineering & Construction Criteria and is designed as such. The historic 5 -year release rate is 0.14 CFS/Acre or 2.17 CFS for the developed site. 2. The proposed detention outlet type is a two -stage release. The first stage will be Water Quality Capture Volume (WQCV) which will be designed to release the 9,062 cubic feet in 40 hours. The second stage will be designed to release the rest of the 7 pond at the historic 5 -year runoff rates to mitigate downstream flooding and to control the flows off site. The entire pond shall be released in 72 hours per Colorado State Legislation. 3. The detention pond outlet will be a restrictor plate designed to release the 5 -year historic flows. Additional calculations will need to be conducted after the topographic survey is finished in order to properly design the WQCV release structure. 4. All criteria and calculation methods used in this report are presented in either Weld County Code or in compliance with Urban Storm Drainage Criteria Manuals Volumes I, H, and III dated June 2001 and revised in April 2008. IV. Drainage Facility Design A. General Concept 1. Historical drainage patterns will be utilized as much as possible for the development of the site. Stormwater runoff from the Northern half of the site flows in a Northeast direction and will end up in the first detention pond. Stormwater from the detention will be released in the borrow ditch along Highway 60. Stormwater travels East along the borrow ditch away from the site. Stormwater runoff from the Southern half of the site flows in a Southeast direction and will end up in the second detention pond. Further analysis will be needed to figure out exactly where the stormwater u om the Southern detention pond is going to be released to. Since the detention ponds and release structures will limit flows from the site, there should be no conveyance issues downstream. 2. Any off -site flows will be directed though the site and will go through the pond and over the emergency overflow weir if the pond is full. Off -site flows will not be calculated into pond volume as the pond volume is designed for on -site flows only. 3. Included with this report is a Weld County property report for the parcel to be developed, the FEMA FIRM panel that the site in on, the Web Soil Surveys showing the soil type, hydrologic soil group, and basic construction information that may be useful for this development, and basic calculations showing pond volume calculations and rainstorm events. 4. The only anticipated hydraulic structures are the detention pond rundowns, outlet structures, and emergency overflow weir. B. Specific Details 1. Maintenance will be manageable and routine for the detention pond. The sides for the detention pond will not be greater than 4:1 so traditional maintenance equipment will be adequate to ensure the pond is maintained. The detention pond will be oversized approximately 10% to account for sedimentation. Cleaning of the sedimentation build up should be performed every five to ten years. V. Conclusions A. Compliance with the Weld County CODE 1. The proposed Drainage plan will meet the Weld County Drainage Criteria. B. Drainage Concept 8 1. This drainage design will mitigate site run-off from the higher storm events. The stormwater will be released at the historic 5 -year rate so all storm events of the developed site will be released at lower rates than if the runoff were to be unregulated, diminishing downstream flows. The historic 5 -year rate is 2.17 CFS compared to the developed rates of; 7.73 CFS for the 5 -year event, 11.57 CFS for the 10 -year event, and 27.46 CFS for the 100 -year event. 2. There are no foreseeable influences of the proposed development on any Weld County Master Drainage Plan recommendations. 3. No irrigation companies or facilities are impacted by this new site development. The Dom' Farm East of the site may be impacted by the runoff from the Southern portion of the site. Communication and planning will need to be conducted to figure the best plan for that area. VI. References Urban Storm Drainage Criteria Manual, Volumes I, II, January 2016 Revised March 2017. Urban Storm Drainage Criteria Manual, Volume III, November 2010. Weld County Addendum to the Urban Storm Drainage Criteria Manual, October 2006. Urban Storm Drainage Web Site for Spreadsheet Models. City of Greeley Storm Drainage Manual Vol. II, March 2007. United States Department of Agriculture, Web Soil Survey, Accessed. December 2017. Weld County Property Portal Website, https://www.weldgov.comidepartmentsiassessor USDA WebSoil Survey Website https://websoilsurvey.sc.egov.usda.gov/App/'HornePage.htm FEMA Flood Map Service Center Website, https://msc.fema.gov/poortalisearc VII. Appendices A. Hydrologic Computation 1. North of the property is a residential property. East of the property is a residential property owned by M & J Dairy, LLC. M & J Dairy, LLC operates in theDairy Farms industry within the Agricultural Production -Livestock and Animal Specialties sector. To the South of the property is an agricultural property. West of the property is the other portion of property owned by Ronald Babel, which is an agricultural property, separated by Weld County Road 7. 2. Storm runoff computations for different storm frequencies were calculated for the entire site and are attached to this report for reference. 3. Storm runoff computations for the entire historic and developed site were calculated and are attached for reference. 4. All computer calculations and inputs are attached for reference. These calculations include detention pond volume and storm runoff rates. B. Hydraulic Computations l . There are no foreseeable culverts that will be a part of the drainage design that need to be sized or installed. 2. The stormwater rundown will be sized when the rest of the release structure and grading and drainage is designed for the final design. 3. There are no foreseeable swales or channels that will be a part of the grading and drainage or drainage design that need to be sized. 9 4. Riprap will be along the downstream side of the emergency overflow weir and will be sized as part of the final design. 5. The preliminary minimum required pond volume is 97,319 cubic feet. The pond will be designed to hold about 107,050 cubic feet to allow for sedimentation during construction without using vital detention pond volume. The exact area the pond will take is yet to be determined and will be calculated during the final design. 6. Modified FAA Calculations and spreadsheets are attached for reference. 276.43 552.9 Fat 114 I ilia; roe WELD COUNTY IN:I 1MArI'JNu., LARSEN DAVID J 6AKEL`RONALD& 99.908 GIS Calculated Acres 552.9 WGS_1984_Web_Mercator_Auxiliary_Sphere Weld County Colorado This map is a user generated static output from an bnternet 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 B€ USED FOR NAVIGATION Legend Acr€s Label Owner Name Highway County Boundary Creek / Canal - Large Scale Perennial Intermittent Ephemeral Artificial Path Canal Ditch Coastline Connector Pipeline Underground Conduit River - Large Scale I S I ■ Area of Complex Channels Ares to be Submerged Bayinlat Bride CenelDitch Dam We i r Flume Foreshore Hazard Zone Inundation Area in Lack Chamber Notes WELD COUNTY ()NI INT MIA1`J'INci 2,211.5 W GS_1984.Web.MercatorAuxiiiary_Sphe rye 5 Weld County Colorado 1,145.73 22113 Feet 1: 13,269 Mt map is a user generated static output from an Internet mapping site and es fot refinance 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 rJri! Cain. S kir Legend Parcels Address Lab& Highway County Boundary Notes !CrW[:1.1) COUNTY • (1NIINI MAI'rlNcU E. L C R 16 4,422.93 8,845.9 Feet WGS_tg84_Web_Mercator Auxiliary_Sphere O Weld County Colorado E LCR 20C n This map is a user generated static output from an Internet mapping site and is for reference only Data layers that appear on this snap may or may not be accurate, current, or otherwise reliable THIS MAP IS NOT TO BE USED FOR NAVJGATION Legend Road Highway County Boundary Creek / Canal - Large Scale -- Perennlal Interrettterkt Ephemeral Arufieia1 Path Canal Ditch ()aniline Connector Pipeline Underground Conduit River - Large Scale Area of Complex Channels Ares to be Submerged Saylntet Bridge CenalDitch Darn We kr kF Flume Foreshore IS H az,a rd Zone Notes 6/9/2018 Property Report F • Weld County PROPERTY PORTAL a"..._ Account Parcel Property Information (970) 400-3650 Technical Support (970) 400-4357 Account: R8947949 June 9, 2018 Account information SpaceI Type Account R8947949 � 106104100044 I Agricultural Tax I i Actual Year 1 Buildings I Value 2018 , 3 80,541 1 emiElmr s Assessed Value 23,360 PT NE4 4 4 68 LOT #1 REC EXEMPT RECX16-0120 -- �vsr ate.•. r+s�^ Subdivision Lend Economic Area �- 0261 BERTHOUD Property Address Property City ty Zip Section Township Range ..,, s 04 ___J__ O4 ! _ ,1 68 __a_ Owner(s) Account Owner Name Address Fi6947 4 BAKEL RONALD L 2726 805378256 E STATE HIGHWAY 60 LOVELAND, CO le 16 4 'BAKEL DIANE Document History tittps://propertyreportto.weld.co.usPaccount=R8947949 113 6/9/2018 Property Report ii 4.Sitl1• lELM lTt.11tfeYA11N.RlI. Reception Rec Date 3598260 4267416 01-06-2009 T Type t Grantor -i- Gram Doc Fee Sale Date Sale Price RE RECORDED EXEMPTION 01-04-2017 N RE - RECX16- 0120 RE -4543 0.00 REC 16- 0120 0.00 01-04-2017 4272745 1 01-25-2017 I WDN BAKEL RONALD L; BAKEL DIANE E BAKEL RONALD 1; BAKEL DIANE E 0.00 01-20-2017 I Improvement Valuation Information FARM RANCH 427$ I SUPPORT BLDGS DRY FARM LAND - AGRICULTURAL GRAZING 4147 LAND - AGRICULTURAL Actual Value Assessed Value Acres Land SciFt F. 76,420 22,160 I 0.000 3,951 1,150 22104 967,219 98 30 5.960 259,618 72 20 9.426 410,597 80,541 23,360 37,590 1,637,434 I Tax Authorities https:llpropertyreport.co.weld.cc.usi?.account=88947949 2/3 619/2018 Property Report District Name Current MID Levy Tax Area ID District I BERTHOUD FIRE 13.816 2385 0502 I I BERTHOUD FIRE (BOND 2018) 0.000 2385 I 0528 0 2386 ' 1203 i BIG THOMPSON CONSERVATION 0.000 HIGH PLAINS LIBRARY 3.256 2385 1050 2385 0308 LITTLE THOMPSON WATER (LTW) 0.000 NORTHERN (NCW) COLORADO WATER 1.000 ; 0301 2385 SCHOOL DIST R2Jr-LOVELAND 36.315 2385 ' 0214 WELD COUNTY 15.800 2385 i 0100 1 • a 'f..r.�. riv +at�.s._ _` - _ � _ 70.187 .. _ �_ _ ✓-+ Total Copyright 2018 Weld County, Colorado. All rights reserved. Privacy Policy & Disclaimer I Accessibility Information httpsalpropertyreport.co.weld.co.us/?account=88947949 3/3 400 20f SlirN 4& 20 45 hl F$ trs, 3 b , • ; a I. MECO i Hydrologic Soil Group—Weldi County, Colorado, Southern Part x Fi.i ,-). s y' not l o4l at! ,�f this N+I A 499120 Map die; 1:1196O (printed on A portrait (SS x 11) 50 icr Fit 0 50 10O 200 3:0 Map 1; Web meteor Comer inate= ' b3: u1 ai Zone 13N OEM Meters 150 41%70 • I I wan ≥tr 5*r- N 404 20'4x14 usDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 617!201$ Rage 1 of 4 Hydrologic Soil Group Weld County. Capra*: Southern Pad MAP LEGEND MAP INFORMATION Ares of Inheres ,(*01) I] Area of Interest (,4O1) Soils Smolt Pauli Polygons Ada BID c Wt rata as nct tradable HI CD Solt lte Owe A eie NO — B lea Bit lea C aCID • , Mitt rated ar riot ar klabIt 5*0 Mot Peas ND a Q • a CID 0 Not rated Cr not rvailalrrke Matat Falue*tk Slosams and Gana Transpartalton Rae e■t Interstate tegtsveys US'Routes M agar Reads Local Road s Backgrc ;old Mhal Phologtaphy The soil surveys that comprise your ,AOCll were mapped at 12,000, Wamiing Soil Map may rat be valid at this wale:: Enlargement 01 maps beyond line stale cif mapping tan cause rnisondarstendtng of the await of mapping and so.ureey t►f soH brie placement, The maps do not show its small areas of contrasting spas that ccuidl have been thow.n at a more detailed scale.. Please rely on the Pair scale on each nap sheet for map measurements. Source at Map Natural Resources Conservation Service Web E: ai l Survey Coordinate System lifklab Mercator (EPSG 3857) Maps from me Web Soil Spy are based on the Web Mercator pnojealon, wPich preserves &eolon .end shape but distorts dislarce and area A projection that preserves area, such as the Albers equal-area conic pro ea bon, should be used if more accurate calculations of distance or area are required. This protest is generated from the USDA4JRCS certified data as ci the versvon dfl(s) listed below: Soil Suzy Area Wekd County, Colorado. Southern Part 'Surrey Area Data: Version 16, Oct 10. 2017 Scat map atlas .fl Iabeied tat Space allows) for nap sees 1:5C,DX pr target`, Oeteisp serial wrnagee were ptrotogrspried Sep 20, 201S —Oct 15. 2016 The QrrthOPIVlc Or Other ease map #n'st ich trite Soto tines were mimed end digitized probably litters from the background imagery displayed on these maps. As a resut. some minor s!hrfting of map unit boundaries may be evident. LIZA Natural Resources Web Soil Survey ■ Conservation Service National Cooperative Sod Survey Pagc 2 o1 4 Hydrologic Sod Group —Weld County. Colorado„ Southern Part Hydrologic Soil Group Mep unit symbol Map unit name Acres in AOI Percent of AO1 Colby percent loam, slopes 3 t©5 ' S 12.9 80.5% 16 42 i Nunn day percent loam. slopes 1 to 3 C 3.1 19.5% Totals for Area of Interest 16.0 100.0% Description Hydrologic soil groups are based on estimates of ruroff 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, B1 C, and D) and three dual classes (AID, B/D, and 010), 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 f, 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 D. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer thatimpedes 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 -sell potential, soils that have a high water table, soils that have a claypan or clay 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 toa dual hydrologic group (AID, B/D, or C40), 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 ggNatural Resouten Web Soil Survey Conservation .SenNattonal Cooperative Soil Survey. /2O18 Page 3 of Al Hydrologic Soil Group —Weld County, Coior:ado, Southern Part Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components'''. A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but componentsare not. For each of a map unit's components, a corresponding percent ;composition is recorded. A percent composition of SO i nd icates that the corresponding component typically makes up approximately 60% of the map u : it. Percent composition is a critical factor to some, but notall, aggregation methods, The aggregation method "Dominant condition" first groups like attribute values for the components in a map unit. For each group,percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "condition, rather than compona The attribute value associated with the group with the highest cumulative perms composition is returned, If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tier the result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. Thedata for some contrasting soils of minor extent may not be in the database,and therefore are not considered. Ti -break Rule: Higher The tie break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent F' compos ion tie. LisDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Sur eye 6/7/2018 Page 4 of 4 Map Unit Description: Nunn clay loam, 1 to 3 percent slopes --'aid County, Colorado. Southern Part Weld County, Colorado, Southern Part 42 Nunn clay loam, I to 3 percent slopes Map Unit Setting National map unit symbol: 2t I pal Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frostrfree period: 135 to 160 days Farmland classificatio.n. Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations. descriptions. and tr ansects of the mapunit. Description of Nunn Setting Land/oral- Terraces Landform ndform ,position (Three-dimensiona): Tread Down -slope shape: Linear Across -sly shape: Linear Parent material: Pleistocene aged alluvium and/or evhian deposits Typical profile Ap a 0 to 9 inches: clay loam fl t- 9 to 13 inches: clay loam 8 tk 13 to 25 inches: day loam B k 1 25 to 38 inches: clay loam 8k2Bk2 38 to 80 inches: clay loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0. 06 to 0.20 inlbr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of pending: None Calcium ca ate, maximum in mule: 7 percent Salinity, maximum in profile: Nonsaline to very slightly saline (o 1 to 2.0 mmhoefcm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.9 inches) Interpretive groups Land capability classification ''irrigated): 2e USDA Natural Resources Web Soil Survey Concentration Service Nationat Cooperative Soil Survey 6/7/2018 Page 1 of 2 Map Unit Description: Nunn clay loam, 1 to 3 percent slopes ---Weld County, Colorado. Southern Part Land capability classification (nonitrigated►): 3e Hydrologic Soli Group: C Ecological site: Ciayey Plains (R067BYO42CO Hydric c soil rating: No Minor Components Heil# Percent of map unit' 10 percent Landform: Terraces Landfonn position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site, Clayey Plains (R067B V042 0) Hydricsoil rating No Satanta Percent of map unit: 5 percent Landform: Terraces Landform position (thme-dimensionaO: Tread Down -slope shape: Linear Across -slope shape: linear Ecological site: Loamy Plains (R 7 BYOO2 ) H d►r is soil rating: No Data Source information Soil Survey Area: Weld County, Colorado, Southern Paid Survey Area Data: Version 16, Oct 10, 2017 Natural Resources Web Soil Surrey conservation SertIce National Cooperative Soil Survey 6//2018 Page 2 of Map Unit Description° Colby loam, 3 to 6 percent slopes Weld County. Colorado, Southern Part Weld County, Colorado, Southern Part 16 —Colby loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 361r Elevation: 40850 to 5,050 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 48 to 50 degrees F Frost -free period: 135 to 155 days Farmland classification: Farmland of statewide importance Map Unit Composition Colby and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transeicts of the map unit. Description of Colby Setting Landfo►rrn: Hills, ridges Down -slope shape: Linear Across -slope shape: Linear Parent matertat Calcareous eolian deposits Typical profile HI : 0 to 7 inches: loam H2 7 to 60 inches: silt loam Properties and qualities Slope: 3 to 5 percent Depth to irestnective feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Kasai): Moderately high to high (0.57 to 00 i iihr Depth to water table: More than 80 inches Frequency of Hooding: None Frequency of pondfrg; None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: High (about 1 O)6 inches) Interpretive groups Land capabilifr classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy Plains (R IB OO2 O) Hydrrc soil rating- o USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 6/7/2016 Page 1 oft Map Unit Description: Colby loam, a to 5 percent slopes -=Weld County„ Colorado. Southern Part Minor Compon,en# Wiley Percent of map unit: 8 percent Hydric soil rating: o Keith Percent of map unit 7 percent Hyddc soil rating.- No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct10, 2017 �Natural Resources Web Soil Survey Conservation Service National CooperaUve Soit Survey 6/7/2018 Page 2 of 2 liviap : 1:1,950 if printed onAmerit ( '`x1f' Feet 0 E} 100 Map Wi n: Web Mettotr r Dries. rd ticst1TM Are 1.3N VOSS134 Depths lo Water TabCt t l r, Colorado, Southern Part MAP LEGEND MAP INFORMATION Aria of Interest (AOI) 1 Area e1 Interest IAOit Sol 3 Soil Ruling Polygons! Q 0=25 t5n 50 50- 100 I DOI - 150 150 200 - } 200 Not rated or not amiable SON Rating tine* ',or 0 - 25 ebal 25-5O a,,a 60 - 100 deur 100 = 150 efee 150.200 a a200 • Net.rotect or no: ovailatbe Son Riling Points D ' 100 100 - 1,S0 1'ED - 2dc 200 0 Not riled o7 p01 ava*ta+bi! The saal surveys 'that comprise your AOL were mapped at 1.24000. Waier Fniturts Streams and Canals Innsportatton 4.4 Parts Interstele 1-sighsays tUS floutts t1�ta sir Roads Local Roads 8scJcgnowmd A nal Photography Warning: Sod Map may not be valid at this scale_ 'Enlargement of maps beyond the scale of mapping can cause misunderstanding of the 'detail of mapping and accuracy of soil hne placement.. The maps do not show the Small areas of contrasting soils 19ielcouldl have been shown at a more +detailed state. Please rely on me bet scale on each map sheet for map !measurements, :Source of Map Natural Resource. -s Conservation Service Web Soil Surrey UUR1_: Coordinate System star 4EPSG:3t 57) Maps from the Web Sori Survey are based on the Web ,kfilercatar !projection. which 'preserves direction and shape but distorts *stance and area ilk Orctercbon Mal presences area., such as the Albers equal-area conic p(QjeCtion, should be ts:ad i1 more accurate calc lleartt$ 't dIStenC.e or area are required. This product iks generated from The USDA -NF+ CS CeMhed data as it the version detets) listed below. Sod Survey Area Weld County, Colorado, Southern Pan Survey ► rea Data Verson Ill. Oct 10 2017 SicW map units are labeled (asp space allows) tor map scales 110,000i or larger. Date is) aerial images were photographed- Sep 20, 2016Oct 15, 2016, The cryhcphctn or other t}.as.e+ reap dn'which the sod hnles were corn piled end digitized probably differs tram the background imagery display e l on these maps. As a result. some minor shifting of map unit boundaries may bm: evident Lsimi Natural Resaurgt Web Sohi Survey ai Conservation SuervIct National Cooperative Soil Survey 61712010 Page 2 of 4 Depth toWater Table —Weld County, Colorado, Southern Part epth to Water Table Map unit name Rating (centimeters) Acres in AOI Percent of *01 Map unit symbol 16 Cry loam, percent 3 slopes to 5 >200 12 60.5 42 Nunn day percent ;roam., slopes 1 to 3 >200 3.1 19.5% Totals for Arta of Interest 16.0 100.0% Description "Water table" refers to a saturated zone in the soil. It occurs during specified months. Estimates of the upper limit are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. This attribute is actually recorded as three separate values in the database. A. low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component For this soil property, only the representative value is used. Rating Options Units of Measure: centimeters Aggregation Method: Dominant Component Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "comments". A component is either some type of soil or some nonsoil entity, e.g,, rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unites components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as. a whole, once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not, For each of a map units components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods _ Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 6/7/2018 Page 3 of 4 Depth to Water Table —Weld County; Cotorado, Southern Part The aggregation method "Dominant Component" returns the attribute value associated with the component with the highest percent composition in the map unit if more than one 'component shares the highest percent composition, the corresponding "tireak" rule determines which value should be returned. The lie -break's rule indicates whether the lower or higher attribute value should be returned in the case of a percent composition tie. The result returned by this aggregation method may or may not represent the dominant condition throughout the map unit. Component Pelican, Cutoff: None Specified Components whose percent composition is below the cutoff value MI not be considered_ if no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore arenot considered. Tie -break Ru/e:Loner The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. Interpret Nuns as Zero_ No This option indicates if a null value for a component should be converted to zero before aggregation occurs. This will be done only if a map unit has at least one component where this value is not null. Beginning None January Ending Month: December iusDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 61712018 Page 4 of 4 DRAINAGE CALCULATIONS Job Name Ronald Bakel ( Job No. 18-071 Date 618/2018 Constant nt or linked from boxes above input value or note Calculated value Value that seldom changes PERCENT IMPERVIOUS HISTORIC Site Atea 673825 ft' Percent Imperviousness from Table RO-3 Existing Site Conditions Paved Packed Gravel Roofs/Concrete Landscapingi'U developed • ft ft ft2 ft` _ Paved Gravel Roofs/Concrete Greenbelts/Landscaping 15.47 AC O.U2 Percent Imperviousness Existing (Calculated) 1= i C5 = runoff coefficient for 5 -year frequency (from Table RO-5) (*Note Soil Type) Clot = runoff coefficient for 10 -year frequency (from Table RO-5) ('`Note Soil Type) Cl,, = runoff coefficient for 100 -year frequency (from Table RO-5) (`Note Soil Type) TIME OF CONCENTRATION C HISTORIC khis = t;+ti Equation, RO-2 0.10 0.10 0.39 terms = computed litre of concentration (minutes) _ overland (initial) flow time (minutes) channelized flow time (minutes) (0.395(1.1-05 XL? 5)) o 33 Equation RO-3 = initial or overland flow time (minutes) C5 = runoff coefficient for 5 -year, frequency (from Table RO-5) (}Note Soil Type) = length of overland flow (ft), not greater than 3OD (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) Assumed Historic Plows ■ - L 'f eo* ,c ,0a.) = Lti160Vt Equation RO-4 tt = channelized flow time (minutes) Lt = length of channelized flow (ft) n average slope along channelized flow path (ft/ft) L,= ft Delta LI =- Delta = ##DIV/Ui minutes Therefore; tic his 1.00 0.40 0.90 0.02 Soil Typo I B and,G I ft, not greater than 300' (urban) or 500' (rural) ft 60.00 TIME OF CONCENTRATION CHECK Ina = (L/180)#10 tie his MEI wit Table 6-5 Cv = Conveyance Coefficient (Table RD -2) ft/ft Table RO-2 minutes *'Assumed time of Concentration at 60 minutes Equation RO-5 ; not to exceed equation RO-5 at first design pt tc his r on mputed time of concentration (minutes) Lt = length of flow path (ft) i = imperviousness in decimal St = average slope along channelized flow path {MO L1 CLOD ft Delta y. 0 ft 10.00 minutes Ilse tom, HISTORIC FLOW VALUE FOR 4R Q=C IA Equation PO -1 = peak rate of runoff (CFS) Runoff coefficient I = avg intensity of rainfall for a duration, equal to given to A = area (AC) C.5 =I 010 15 1A in/hr. using linear interpolation from Rainfall IDF Tables A= 15.47 2.17 CF= HISTORIC FLOW VALUE FOR 10 -YEAR O= -CIA. Equation RO-1 AC 0.14-0 CF AC = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given, tc A = area (AC) CID = 0 19 Ile A= 1.7 15.47 a1O1Hisi c=4 5.00 1 CFS HISTORIC FLOW VALUE FOR 100 -YEAR U=CIA Equation RO-1 in/hr, using linear interpolation from Rainfall IDF Tables AC 0,323 ICFS/AC = peak rate of runoff (CFS) C r Runoff coefficient I = avg intensity of rainfall for a. duration equal to given tic A= area (AC) Clae = 0.39 A= O100.Kstanc = I 1 5.99 PERCENT IMPERVIOUS DEVELOPED 2.65 15.47 CFS in/hr. using linear interpolation from Rainfall IDF Tables AC 1.034 ICFS!AC Site Area = 673825 Percent Imperviousness from Table RO-3 Proposed Site Conditions Paved Packed Gravel Roofs/Conic •L.ndscaping/LJ nd ev. 33691 471678 101074 f" r. ft4 f>t- 15.47 AC Paved Gravel' Rncrete Greenbelts/Land-seeping Percent Imperviousness Existing (Calculated) 0,33 = runoff coefficient for 5 -year frequency (from Table RO-5) (Note Soil Type) C,0 = runoff coefficient for 100 -year frequency (from Table RO-5) (Note Soil Type) Ciao = runoff coefficient for 1O0 -year frequency (from Table RO-5) (*Note Soil Type) TIME OF CONCENTRATION tic DEVELOPED to ,e+,,. = t;+tr Equation R ktied = computed time of concentration (minutes) 0.27 4 0.34 05 overland (initial) flow time (minutes) te= channelized flow time (minutes) (0.395(1.1-C6)(05))/S2-38 Equation RO-3 t; = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 --year frequency (from Table RO-5) (W'ote Soil Type) L; = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (Mt) I 1.0 0.40 0.90 0.02 Soli Type I Band C [ssumed Developed Flows i Delta C5 t, =1 DIV/0! minutes tt = Lt/((60*Cv i( °3)) = Li6OVt Equation RO 4 _ channelized flow time (minutes) Lt = length of ohannelized flow (ft) St= average slope along channelized flow path (Wit) Therefore; f., not greater than 300 (urban) or 500` (rural) ft Lt - ft � Delta = --- ft St - K #DIV/O! #DIV/0! I 40.00 _ I TIME OF CONCENTRATION CHECK t, dew _ (U180)+10 minutes Wit Table 6-5 K = NRCS conveyance factor (Table 6-2) eft Table 6-2 minutes s Assumed time of concentration at 40 minutes Equation RO-5 T, not to exceed equation 6-5 at first design pt Ic dev = computed time of concentration (minutes) Lr = length of flow path = imperviousness in decimal $ = average slope along channelized flow path (ft/ti) L- 2 Delta = tedev DEVELOPED FLOW VALUE FOR 5 Q=CIA Equation 80,1 minutes Use Lc uses i O = peak rate of runoff (CFA) C = Runoff coefficient l = avg intensity of rainfall for a duration equal to given ltc A = area (AC) C5_ 027 15 _ 1.85 inihr. using linear interpolation from Rainfall 'OF Tables A = 15.47 AC 05,Deweloped =1 7.ail 3 r7 -FS _ 0.600 JCF&AC DEVELOPED FLOW VALUE FOR 10 -YEAR Q=CIA Equation RO-1 O = peak rate of runoff (CFS) C Runoff coefficient = avg intensity".of rainfall for a duraton equal to g7ven A r area (AC) 2.2 In/hr. using linear interpolation from Rainfall 1DF Tables AC CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR Q=ClA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given L A = area (AC) 0100 27.46 0 , 5 3.55 15,47 cFs irdhr. using linear interpolation from Rainfalls IDE Tab es AC 1375 1CFSAPAC EMERGENCY OVERFLOW WEIR CALCULATIONS 0 = CLI-13" City of Greeley Eq. 11 ,443,A(1) C r.6 L = Length H = Depth of Floww' I 27.58 I CPS >or= WATER QUALITY' CAPTURE VOLUME CALCULATIONS WQCV = a(O.'91 r1-1:19i'+O,76i) For 40 hr Release a = 1 Required Storage = (WQCV/12) Area FAA Method Required WQCV Storage a 10►0YR= WQCV Total Detention Pond Volume = Area (AC) 0.208 From table 11-1 City of Greeley manual 1.78 Aft 88257 9062 97312 fe ftj Page 50-24 Page SCI -24 LOVELAND STORM DRAINAGE CRITERIA MANUAL FIGURE 502 RAINF LL INTENSITY - buRAnoN CURVE r • zw Oct law 44 aotz •i i O 2 Z `. gric CV w la cC 1 0 gat for cc �t a Labia wild n li (C1L as SEX I J its, in pm la tam ics calgztaa LLai vier: fit itu arm • 111 It II MB ,i SEMI 111111111 MITIIMM MEM Pria MILWAUM Itardail IMPararialle ELIMPSSAMPI rriseraard IMe • STORM DURATION (Minims, C LOVELAND STORM DRAINAGE CRITERIA MANUAL arr FIGURE 602 i "RAINFALL INTENSITY - DURATION CURVE LA.RIMER COUNT WRC EPI Ui t c3 0 C a I• -- <71 I - z cc 0 ad z m ul ° War GILD Mme Cloak ji gir La 11 alai 2 WIZ CI A. int ceC tar 14121 tea'.- lie ait it ill ea Zoe 0 .117 ci Lai Siff GRIMM alMara SAS nom a - f ("LOH Lid *Wu, ALISN3. N1'i14NIVii cs4 '44.1 REFERENCE +� 41) e 22 CC C t O In a t 34 1O01 DRAINAGE CRITERIA MANUAL (V 1) RUNOFF cpSLi•-i s gel 0,20frir 0 C> Table ,RO$ -- Runoff Coefficients, C ti M I'mperviousness Percentage Type C and Di NRCS di Oa Hydrologic Soil Groups 100- 0% 0.04 015 025 0.37 0.44 0.50 5i% 0.08 0,181 0.28 019 0.40 _ 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 I 15% 0.14 , 0.24 0.32 0.43 0A9 0.54 20% 0,17 0.26 0.34 _ 0.44 0.5 0 0.55 , 25% 0.20 0®x`8 0.36 0,46 0.51 015 0� 0,22 0.30 0.38 0..52 0.57 0.47 35% 0.25 0433 0,40 045 0.53 0.57 40% 0.28 0,35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 . 0,51 0*55 0,59 0,34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0A3 0.48 0.55 0.58 0.62 60% 0..41 0.46 0,51 0,57 ' 0.80 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% I 0.49 10.53 0.57 0.62 0,65 ' 0.68 - 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0, 0.70 0.72 _ 0.74 85% 0.66 0.68 0,71 0.75 0.71! 0.79 90% 0.73 0.75 0.77 0:80 0.82 0.83 95% 0.80 0.52 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 ' 0.95 0.96irstP E B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0.15 0,25 0.30 0.35 5% 0.04 0, I0` 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0,31 0.35 0L40 115% 0.08 O.17 025 033 0.38 O,4220 - - - �o 0.12 020 0.27 0,35 0.40 0A4 25% 0.15 022 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 020 0.27 0,34 0.41 0.44 0.48 40% 0. 0.310 0.36 0.42 - - 0.45 0.50 45% I 0 0032 0_38 0.44 0.48 0.51 50% 0.29 0.35 0,40 I- 0.46 0.49 0.52 55% - 0.33 0938 0.43 0.48 0.51 0r54 60% 037 0.41 0.46 0.51 0.x+4 0.56 65% _ 041 0.45 0A9 0..54 0.57 0:59 70% 0.45 O•49 0.53 058 0.60 0,62 75% 0,51 O.54 I 0.58 0.62 0.64 otie 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 023 1 0.75 90% O.71 0,73 0.75 0.78 0.80 0.81 95% 0.n ' 0.51 0.83 _ 0.85 0.87 0a88 100% - 0 89 0.90 0.92 0.94 0.95 0.96 2007-01 Urban Drainage and Flood Control District RO-1;1 Zoc�l RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) • TABLE RO-5 (Continued) --Runoff Coefficients, Imperviousness Percentage Type A NRCS Hydrologic oils Group r 5- r t a r 2S- 50- r 100- 0% 0.00 0.00 0.05 0.12 - I 0.16 0.20 5% 0.00 0.52 0.10 0.15 0.20 0.24 10% 0.00 0.06 0.14 _ 020 0.24 0.25 15% 0.02 0.10 017• 0.23 0.27 0.30 20% 0.06 0.13 0.20 0,26 0,30 0.33 25% 0.09 0.15 0.23 0.29 0.32 0.35 30% 0.13 0."19, 0,25 0.31 0.34 0.37 35% 0.16 0.22 0 28 0.3.3 0.36 0.39 40% 0019 025 0.30 0.35_ 0.38 i 0.41 45% 0.22 ! 0.27 0.33 0.37 0.40 0A3 50% 0.25 0.30 035 0.40 x.42 0A5 55% 0.29► 0.33 0.38 0A2 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% - 0A2 0.45 0.49 0.53 0.54 0.56 75% 0347 0.50 0.54 0.57 0.59 0.61 80% 0.54. 0,56 0.60 I 0.63 0.64 0.66 85% 0.51 0+63 0.66 0.69 0.x'0 0.72 90%, C_69 0.7.1 0.73 0.76 0.77 0.79 95% 0.78 0. 80 1 0.82 0.84 0.85 0.86 100% 0.89 0:90 O;92 0.94 0.55 0.96 FCC -12 2007-01 Urban Drainage and Flood Control District Table 6-3. Recommended percentage Imperviousness values Land Use or Surface Characteristics Percentage Imperviousness (NI Bu ness Downtown leas 95 Suburban Areas 75 esidential lots (lot area only): Single-family 2.5 acres or larger 12 0.75 —2.5 acres 20 0.25 — 0.75 acres 30 0.'25 acres or less 45 H Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 25 Playgrounds Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Of -cite flow analysis (when defined) land use not 4 S Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 - Y Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 6-8 Urban linage and Flood Control District Urban Storm age Criteria Manual Volume l March 2017 Runoff oefficient Weighted Averages (HistorIc/Developed) Historic Runoff Coefficient Weighted Averages Type B Soils (80.5%) Type C Soils (193%) C5 0.09 C5 0.16 CIO 0.17 C10 0.26 C100 oo 0.36 C100 0.51 C5 C10 O100 0.10 0:19 039 Developed Runoff Coefficient Weighted Averages Type B Soils (80.5%) Type C Soils (19.5%) Cs 0.26 C5 032 C 1 0 0,33 C10 0.39 ci oo 0.48 C100 0.57 C5za 10 S C100 0427 0.34 0.50 Interpolations for Runoff Coefficients Historic Flows Type B Soils 5�-yr 0.08 2 x �.I 0.1 0M9 10-yr 0.15 x 0.19 0.17 100-yr 0.35 038 0.36 Developed Flows Type B Soils 5-yr 30 0.25 3 x 35 0.27 C = 026 10-yr 30 0.32 33 35 0.34 C = 0.33 100-yr 30 0.47 3 x 35 0.48 C = 0.48 Historic Flows Type C Soils -yr 0.16 018 = 0.16 410 -err 0.25 x 0.28 C = 0.26 100-yr 0.5 x 0.52 = .51 Developed Flows Type C Soils 5-yr 30 0.3 33 x 35 0.33 C = .%! 10-yr 30 0.38 33 x 35 0.4 C = 0.3' 100-yr 30 0.57 33 35 x 0.57 = 0.57 DETENTION VOLUME BY THE MODIFIED FAA METHOD Project Ronald biakel 18-071 Basin iD' IFOt tc,M hrnen1s lets thin 11610 acres only. For larger catchments, use hydrograph n t.tioaj (NOTE: for eplitcWants tarfln 9g ecru. f ;-.I11P' hydiugroph and MU t1119 are recommended) usterminetion of MDR Decent. 4 Volpe* Using Modified FAA Method Det rmine icn Of MAJOR Detention Volume Using 11110c1frfled FM, Method P. 1+' nmitiiinW titian Qtr es i i:7 n In t°1rRaation Moat; , Ca te! rat Ora'nage lrn aereo3r.nom, t„33,•OG pe► ican i C atar r't r ina ge it pension . r 3300 fei rer"1 Catchment Drayage A8sa A a 1� 47Q1 pc;dtts telctrvnan➢ Drainage Area A. = 15,470 haw Prato"'cram eel NRCS 6.011 Gmp Type a a A. B, C, or fD Placireal9lananl WIGS •grit Gltts4Afa 7 Mfim S d 1l4 R. C, 8r Q! R3i4ure+n Pa han Dalxerntllon Crlrat T is - 5 Yon L2- 115. ID. 25. &O. es 100) FteltenPISS fee Deb.mtion Conte! 1 = L 1 r !Weft 42.. 6, W. 25. 50, CI 1.00) Ten e O1 Cerst ntsatio r, a wa'axar,arn»rii 7 c a- 40 rri Inman n WAD ad Cesar, of 1Na laminae, ' c • AC m fours* dlywals4t L^yM.Il Palma R,etr� ,q 0 0� efaiscre i$ Rate 4 = 0.x143 11$1110 ell PC>Ite- IN 4ca pi�z. tar' P, a ))t.>y: 5,40 :inches J.Ur.lf _, _ ' rec eatien, `� . 2,05 inches Design Rstrten lax rorpnxjlr 1 a C,' P,IfC.*T.1AC. caargo'Ra-Irda1' If]F Formula I IF C1' ariurres egagiliCarl Of* Ow 28 51.1 Co&f len4 Ono C. , 'r -A.1110 1 Ts* C, It IC Coeircient R'w.7 C7 = 10 CesOf died Three r -"n = c.70? Crieff nsone Thdot el " 0,11* Q1 terufln dun el Mefg . tilgye from the Basin I etcuiel dk.' Lear 'tin Unix p1 Arretarae Outflow horn fin 8agn jCaIcthated} Rigo C J' ! 1c4e:'i c e fl ''I DMII06001 C ' 046 __ moths Fan Rine Op -4n = 7.33 am Irtfaera Pock A&the tilp-en- 70-61 cla u"la' ,6916 Pen Ov1'1cv Rate Up -cut •_ 7.17 lop Allo eatate Pen Q+; low Rata Woo ■ 2..'!il dB Moil. FAA Minot 5 toraApr Molupang a '4,426 cubic feat IItat FAA 111410r Storage Volurrrj a all 08,257 milk mat 1144. FAA Minot Stxesrt-tr V,edxlln s a 0-51 sash KS. AAA Major eto,ratpe 1W➢ens ii 2r1!l.xttd4xi-U 09 i hErnr, pkii P"'i1N ,' : i! II - . Whet t Hattie - : 5'lit Saiknulaa'I -� Rainfall tiaratir.n 1,,.,1J'og . ..� Rainre➢I Intensity gglgiligi r ha . . , :,,,.•. Valium* 31.1x2-daxrt oaf • ix 4d,}uaanant Factor -rri- 4V1tr U4 Anna Q rr eh I .,ul 'GlUtflatir 1114;4491 a acre. feed •.:1.`Ut Slat Aga VP' ur*ua acraa-rsi �_,.,. Rat nlif 01.0114i on mfr's l €l' Rainfall Irntanal4•p was rt h+ t' J'�: ... Inlffoaa Vfolumc acre -Pia➢ o xut Adj¢aarsant F.ctar am- 3h+rater rt3artMaw cdet h1,1lbxpaw Vrn ,xn,p era -1e 4. Skagit. V'aiurne wfeel (040141. { o oe1 I a,odex 0.441 100 (ION I 101.171010 Ia oC EN�amlo i x.40' a.� u+R 'o 0,900 40 1,40 0.464 ans 1.66 +x.11 y 0 31 1.4 1 0.159 1.80 �1ix - 1,47'+4 . 1244 1, tie 0 057 '1 44 0.230 0 31 T. 1201 1. #.•4+it1 1.44 1763 .�7 80 11.1141 0•x1434 +0.61 1 32 04325 0 106 imp 1. 2214 d e 1 1.32 e.1I1 t.!ib 240 041 4 ele 'Lbs 1 0 4111 0,243 11 4 a. f E 1 f 1>,rM1 d Ltd 306 035 00.710 +047 ➢ 23 © 607 0.211 9z� 17.1 . ➢ 4 �+ 1.21 tIirQaf1 tall j Ole 0.749 0,66 1 20 0 697 0.152 315 D 4!: T 1 2617 0.. a �l. i� i05C 7 ' 079 =rte , 0633 x 0770 c.tta 1 14 Q ens 1.0 410 +5�*u 4' E3 ; 1'12 C 0 >14 0.434 0ai 030 , 0500 154 1.11'7 r o. f awl— a as z�a l a *. b _2 242 . _ $+ Orr an dam.' t0 -6N tie Q.f( •0.043 X14 — dl.�t 21� Ali 1.111 4m15 2-007 so 0541: 50 1.13 .36th, 41.119 0144 2 01631 t 1 d14f 1.968 _ SID e.. 0.100 3.34 1,111 -, 1.044 41 b a t r 0 �..., 1� 1.444 1.15 720 dt 087510.E 1.16 - .40257720 4th 3 11'x_ 8 .44 ti:i'''4 1.134I 1,� ` 180 a. 1 0x02 K3 59 1.14 1. -0.3111 7"t5S? LI40i1 I 31,1t1T a i5 t $4 1,i # 1. - 4 D. la 0.907 0➢ 82 113 •1.619 4 4 ' 3'1 6 I Q r<a2 113 1.513 1.963 . 2x'06 i 0•.11$ 0.931 0 5? 1 13 1.4+02 -D C2 13,06 22171 f d2 t 13 1.402 1.016 r. _A - - +69 al! 0.034 0 52 1.16 1-49 -0566 1.402 1:x771 _ _ 10Th 0.17 01.1146 432 1,13 1.6®,1 4138r 1 I 8,c'MO - �k,162 s 1.1.31 1.801 1 7 ' 1080 MS 0.955 9- 042 1,12 1.471 713 t a,alD a. E 0� 1.1 1,671 . E7 I „ __-- 1144 0.15 0.050 0:5;2 112 "C.1eo -mitt 114 f 3.358 - L?. 9 12 1,700 _ 1_823 . .�- - s raaar's.'rna -'r- 1200 - 6.18 0,90D m� 52 i.y1 1.,IIa0 .DS galas ¶ ra 02 &+rye?. c-1� � � 1160 1...570 r . �-- 1OOY Q te�i 8.132`11 D.52 r*tii � -9.140 l 210 &2 *MO � '1}.111 y I.1L 1.$31 - ._2.3 1 4 1 A d OO 4..82 1 1' 7 28320 -1.021 11 3. 1.12 XL es.460 _ 1310 0 15 ° . ell 0-51 1,11 2,110 -1, i06 il6➢e0 Ia426 x.631 del 1,11 till 11:1i1S 1440 x).13 1.020 0.51 1 '11 iwQb 4.14$ 1' 440 13.24 3.1164 .G, 1I 1.11 22011 1.68+4 ,61 1508 0,12 1.42 6.61 1 11 2297 =1.2 4 ' 6.61110 X01 1.11 22007 429a 1560 10.17 1 .1031 a 6 n 1 11 2 +6171 -1,34 0 3320 2'1Ir 1.240 3 ti 0.12 1316+40 1151 I 11 2,470_ 430 1T' Qr l_l 17.61 1.11 2.47 0 1,14' , 11111! 411 1.,11 14 011 i L 11 Iola -1,619 11 !1' 0:.81110 O.S�f '1.11'1 r"t 1,118 _ 1740 0.11 1,012 0.81 1 1.11 =1201 1740 10.1 3.713 07.61 1.11 2.461E 1. 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I SA thaloa l tar rgs Volum 4 c'uc 'il ,) a kited. Kik Minot Sterap. Volume hare+ at) * ela12 Mad!. F34 . Ma * Storage, V luhts Ittete•11..) r UDFCD DETENTION- EASIN VOLUME ESTIMATING WORKBOOK Version 2 34. Released November 2013 611,257 2.0251. P d_FAAaa2.f3/, Liccf iSacl FAA 610/2016. 1:03 PIA DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Ronald Sakti 18-071 Basil) CD: i r Inflow and Outflow Volumes vs. Rainfall Duration 6 5 4 • ism 3 2 N �ie•i�0.40 i #� .� # � q i f . a 50C 1000 1500 2000 Duration (Minutes) 2500 3500 a Mow Mao* Pat. VS.i+w it-Liflenpoullaye=l Vs lrew n MM'M Melts mist h'Ma ■it.. V Illil alp apsoa _ sfre i a lair wawa Nome' Jews 4000 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version Released Novembei 2013 Nkxii.f d_F A, .'14, Mictortai FAA 4/S'2G1t. 1:41 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICE Project: 18-071 Ronald Bakal Basin ID: x Sizing the Restrictor Plate for Circular Verticals Orifices or Pipes npiutj Water Surface Elevation at Design Depth Elegy;: W Pipe/ er ical Orifice Entrance Invert Elevation Fl ; I = Required Peak Flow through Orifice at Design Depth C PipeiVertical Orifice Diameter (inches) Dia Orifice Coefficient Co Full -flow Capacity (Calculated) 'FuI.l-f ow area Hoff Central Angle in Radians Full -flow capacity Calculation of Orifice Fiow Condition Half Central Angle (0<Thetac3.141i6) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Af= Theta = Of Percent of Design Flow = Theta = - T O Elev Plate Bottom Edge = Width of Equivalent Rectangular Vertical Orifice Equivalent Width Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. _ #1 Vertical Orifice 3.750 .00 2A7 12.0 0.60 0.79 3.14 6.8 314% 1.25 024 11.40 0.34 0.34 2.2 0,71 1 0.17 Modified FAA v2.34, Restrictor Plate 6/90018. 1:12 PM DRAINAGE REPORT REVIEW CHECKLIST REPORT (® = complete, ❑ = required) Stamped by PE, scanned electronic PDF acceptable Certification of Compliance ❑Variance request, if applicable Description/Scope of Work Number of acres for the site Project Name: USR19-0030 Bakel RV Storage 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. xl xl El Methodologies used for drainage report & analysis Design Parameters ❑ Design storm ❑ Release rate URBANIZING or NON -URBANIZING El Overall post construction site imperviousness Soils types Discuss how the offsite drainage is being routed Conclusion statement must also include the following: ❑ 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. ❑ How the project impacts are mitigated. Construction Drawings ❑ Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities ❑Outlet details ❑ Spillway Maintenance Plan ❑ Frequency of onsite inspections ❑ Repairs, if needed ❑ Cleaning of sediment and debris from drainage facilities ❑'Vegetation maintenance ❑ Include manufacturer maintenance specifications, if applicable Comments: xl xl ■ ■ 1. Given that the drainage report submitted was conceptual in nature, for future submittals of the final drainage report, please include the following: a. Designate if there will be one or two ponds. The submitted USR drawing only shows one pond. b. When calculating the weighted C value for the proposed site, please model the pond water surface area using a 100% impervious value. 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/develapment_review/ DRAINAGE REPORT REVIEW CHECKLIST c. Please provide a drawing showing stormwater basin delineations for on -site and off -site basins. Provide arrows showing flow patterns on the map. Please provide a detailed grading plan showing contours of the proposed pond, site grading and any other necessary drainage swales or berms. d. An outlet structure with an orifice for water quality and a separate plate/orifice for detention release will be required. Please provide details of the final structure. e. Include Time of Concentration calculations. The Regional Tc ((total length/180)+10) should not be used in calculation of the pre -developed 10 -year flows. This is to be used for Urbanized catchments. f. The report includes both 10 -year and 5 -year calculations. This site is non -urbanizing. The 10 -year historic runoff rate can be used for the release rate. g - Please include the design and details for the emergency spillway. Emergency Spillway design standards are in the Weld County Code. h. It appears that the WQCV and the 100 -year volume for the pond are added. As information, Weld County does not require the WQCV to be added to the 100 -year volume. It can be included in the 100 -year volume. i. Include the design for any swales or culverts used to convey the stormwater to the pond. j. Include a stage -storage table for the detention pond(s). 2. Page 5 mentions that PW is researching if there are any master drainage plans for this area. There are none. 3. The drainage report does not mention any structures and the USR mentions that storage structures may be proposed. Please confirm if there will be any structures and account for them in the drainage design. 4. 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. 5. 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 'Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/publicworks/developrment_review/ Weld County Public Works Dept, 1111 FI Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Firoporty owner Kevin Bakel Name Company Address 2726 E St. HWY 60 City_Loveland StateCO Zip Phone 720-771-0919 Fax 8D538 Email kevin@bakelfarrnsecom Parcel Location The access is on WCR Nearest Intersection: WCR 7 & WCR h 60 Dist, from intersection(approx. in ft. 1, 000 ft Parcel Number(s) 106104100044 W ectior� Townshi fan e N E 114 4-4N- + Total # of Existing Accesses to parcel � ?reposed Use Temporary (Tracking Pad Required) C#3 o Small Commercial ,#' Field (Agriculture Only) (#1 _ ACCESS PERMIT APPLICATION FORM Authorized A ent Alicant (if different from Owner) Name Robert Molloy Company Planscapes Address 980 Norway Maple Drive City Loveland StateC°_zip 80538 Phone 970-988-5301 Fax E-mail rrC1C1'1fllOQ}/ Q�}rt'1Si1.CClt1'7 Existing County Road Surface Information Asphalt 1 Gravel Treated Other Proposed Access Information Culvert Size & Type (15" CMP/RCP min.) ._ Materials used to construct accessROAD BASE Access Construction Start Date TBD ca� Access Construction Finish Date TBD o Single Residential (# Large Commercial (#1 a Subdivision (#) Q {I&Gas s#m...�. _ ❑ Industrial (#) Is this access associated with a Planning or Building Department Process? USR/MUSR o RECX/SUBX ❑ PUD o WOGLA D COMPLEX (IA required) ❑ Other_ Planning/Building Department case # 'equ4,r`ed Attached Documents. - Traffic Control Plan (a generic plan can be found at I tts: ww ►. eld ov.corn s ea.rtments'public works/p€r ut /) During the review process it may be determined that a right-of-way use permit will be required as welt - Certificate of Insurance {with Meld County, Colorado" listed as the certificate holder & as an additional insured) Access Pictures (from the left, right, into & out of the access — N, S, E, & W) -- Access Authorization Form (Not required if the application is signed by the landowner.) Fee schedule (to be determined by permitting agency) - $75 each access point: Temporary, Small Commercial, Oil & Gas, Single Family Residential - $150 each access point: Industrial, Large Commercial, Subdivisions - Field (Agriculture only): no cost Parcel Sketch (or provide an aerial on an add'I sheet) = Existing Access a= Proposed Access H'Y 60 A A T N Description of Work or Reason for p.etrn t WCR Access proposed on County _ Road 7 will be te a secondary access to the site and will also serve as emergency access By accepting this permit, the undersigned Property Owner/Authorized Agent, under penalty of perjury, verifies they have received all pages of the permit application; they have read and understand all the permit requirements and provisions set forth on all pages. By virtue of their signature the Property Owner/Authorized Agent is bound by and agrees to comply with all said permit requirements and provision all Weld County ordinances, and state laws regarding access construction. .Si gn art u z Signature Printed Name /E?4/d L Date Printed Name214'17C „fret'� Date (!n case of multiple Property Owners/Authorized Agents) 9-.49,„24/62 •► Access Permits are good for 1 year from the date of issuance. Property rner/Authorized Agent must obtain a new permit or request an extension if the construction of the access point is not completed in that timeframe. Extensions are subject to approval by Public Works County regulations on road access can be found in Article V of Chapter 12 of the Weld County Code. County Road 7 looking north County Road 7 baking south IMP, 1' E. a Il 1, Ma . 41 I. id - 1 p I — - - • > _ _ i i1 _1. c . _ _tl - - _ _ 4 b Jt ii.i. 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F e v Tom.-.�rt i Ijf �� J. � • - .t.. w ^ ,�. �a srl « 9 ionaeis �- •,A -tea -IIL -- I - II 11 _ . 1,114 - I II ' I • - r I ; 1 t �, , 11 •'r - 1Y I T c'•aII �1 r _ - __- 7I " - '• z-..< r 'Y'• :..6- I �� I;la s 1 `• a d 1 I ti y� 1 it r. • /r' 40_d Y YYy{y ILV- j • . t �` at �s !!!py Ai • t I � r. . .'iLi J'I vaa - f it - .r M r s 'I ■ Syr{ {o I , , 2,234 2 ci 1 11 ? 12 2 234 2 Feet .I I m s m I� !S uses q m ie a t. , n st atlt �r i pu t from i! EI I le r nel mappl n.� s re eind is for -s'' I rai _1 `- •' . - ' 'Rj J 1 x'84 bleb _I ercator Auxrl!3nr Sphere corneal, c r olrier s rel,abld? r.�.� 1'11 Id Count � Colorado TI-il' MAP I`� NOT r $E USED r(��,' NLcVlL ATION Traffic Narrative The proposed project will obtain access off HWY 60 via an owner -maintained drive that runs along the east end of the property. This drive has an access agreement for the neighbor to the east. The drive is located 740 feet east of County Road 7. HWY 60 is a state-owned highway and approval has been made with the state to utilize this access. The peak hours for traffic on HWY 60 are estimated to be from 6:00 to 7:30 a.m. and from 5:30 to 7:00 p.m., assuming the highest peak rates would be associated with peak commute hours. a. Expect 250 customers accessing the facility on average of 3 times per year. 1. 250*3 = 750 visits per Year IL 750/365 = "2 Round Trips per day. The drive into the property is a paved surface formally used as County Road 7 before realignment occurred and ends at the neighboring property to the south. The recreation vehicles will have sufficient area to turn around within the property. Hello