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Home My WebLink About20163714AGPROfessionals DEv 14OPfeAsOPAGR1CUl;l'URE May 24,, 2016 To Where It May Concern: Reynaldo Bonilla is contracted with AGPROfessionals Ofessionals for all permitting, planning, engineering and regulatory work relating to a Weld County USR. AGP Ofessionals is authorized to represent and request the release of all records necessary on behalf of Reynaldo Bonilla. We respectfully request that all correspondence be directed to A Pk fessicnal s Sincerely, e e mi.s. C sirdatj ac-iCo Reynaldo Bonilla Date ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 671" Avenue • Suite 200 ' Greeley, CO 80634 97O 535.9318 /office • 970.535.9854 / fax • www.a ros com 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*: 1 3 0 7- 1 0- 1- 0 0- 0 1 2 Address of site: 21505 CR 22, Hudson, CO80642 (*A 12 digit number on Tax ID. information, obtainable at w w w .w eldgov.com). Legal Description: PT NE4 10-2-65 LOT A REC EXEMPT RE -4329 Section: 10 Township: Zone District: A Acreage: 15 +1 - FEE OWNER(S) OF THE PROPERTY: Name: Reynaldo Bonilla Floodplain: Y D 2 N Range: 65 W Geological Hazard: Y' Q Airport Overlay: Y Company: P hone #: (303) 356-4795 Street Address: 21505 CR 22 Email: reyllc@live.com City/State/Zip Code: Hudson, CO 80642 Name: Company: P hone #: Street Address: _ City/State/Zp Code: Name: Email: Company: P hone #: Street Address: Email: City/State/Zp Code: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany ail applications signed byAuthorized Agents) Name: Kelsey Bruxvoort Company: AGPROfessionals Phone #: (970) 535-9318 Email: kbruxvoort@agpros.com Street Address: 3050 67th Avenue #200 City/State/Zp Code: Greeley, CO 80634 PROPOSED USE: Equestrian Event Center including a riding arena, 1/4 mile practice track, barns and pasture for 40 -horses, and an event center for up to 200 people. 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 m y (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 to sign for the corporation. [At Signature: Owner or Au thorized uthorized Agent Date Signature: Owner or Authorized Agent Date -(3xvxvnork P rint Narfle Print Name Rev 4/2016 AGP Ofessionals DEVELOPERS OF AGRICULTURE USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Bonilla Event Center PRE1G-0116 Planning Questions: 1. Explain, in detail, the proposed use of the property. This proposal is to develop the 15 -acre +1- property for an equestrian event center. The site will include a riding arena, quarter -mile practice track, barns and pasture for 40 horses, and a 6,200 SF event center for up to 200 people. Weddings and Quinceaneras are anticipated to be the most common uses for the event center and associated facilities. The operation will also include a caregiver apartment, an operating office and a small shop for tack sales. The facility will be operated under applicable local, state and federal regulations. The facility will also use standard and traditional operating procedures and best management practices consistent for the proposed use. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. Section 22-2-20 Agriculture goals and policies. Goal 7: County land use regulations should protect the individual property owner's right to request a land use change. Policy 7.1. County land use regulations should support commercial and industrial uses that are directly related to, or dependent upon, agriculture, to locate within the agricultural areas, when the impact to surrounding properties is minimal, or can be mitigated, and where adequate services are currently available or reasonably obtainable. Policy 7.2. Conversion of agricultural land to nonurban residential, commercial and industrial uses 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. Policy 7.3. Conversion of agricultural land to urban residential, commercial and industrial uses should be considered when the subject site is located inside an Intergovernmental Agreement area, Urban Growth Boundary area, Regional Urbanization Area or Urban Development Nodes, or where adequate services are currently available or reasonably obtainable. A municipality's adopted comprehensive plan should be considered, but should not determine the appropriateness of such conversion. The proposed use is directly related to agricultural uses — that of equestrian boarding and training. The commercial use is a logical extension of the existing uses on the site. The site is not situated in an urban growth boundary of any municipality or inside any Intergovernmental Agreement area. The proposed use is not situated near a residence or any neighboring uses that would be negatively affected by the ongoing operations. Services for the proposed use is reasonably obtainable: well water is readily available, septic sanitation will accommodate the users, Hudson Fire Protection District and Weld County Sheriff will provide services to the site. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67`x' Avenue • Suite 200 • Greeley, CO 80634 970.535.9318 /office • 970.535.9854 / fax • www.agpros.com Page 2 of 7 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. Section 23-3-40.S of the Weld County Code states: "Any use permitted as a Use by Right, an Accessory Use, or a Use by Special Review in the commercial or Industrial zone districts (horse boarding, non-commercial equestrian training, commercial recreational facility), provided that the property is not a Lot in an approved or recorded subdivision plat or lots parts of a map or plan filed prior to adoption of any regulations controlling subdivisions." 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The site is located approximately 1,230 feet east of the nearest residence. This residence is owned and occupied by the applicant and owner of the proposed facility. All properties adjacent to the proposed site are agricultural crop land and oil and gas facilities. The proposed land use is a logical expansion of existing equestrian facilities on the site. It is in a fairly remote location and will not negatively impact surrounding property owners. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) The facility is projected to be operational Monday -Sunday, primarily during daylight hours, for the stables, riding arena and practice track. The event center will be primarily on weekends, until midnight. 6. List the number of full time and/or part time employees proposed to work at this site. I full time caretaker will be employed and live in the caretaker's apartment on this site. Outside caterers, event planners, photographers, etc. may be contracted as needed. 7. If shift work is proposed include the number of employees per shift. There will be no shift work at this site. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. Up to 200 people can use the event center building. Other facilities on the site will be used by up to 30 people during practice sessions and horse boarding activities 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. Up to forty (40) horses will be housed at this location. 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) Buildings: 17,600 SF Compacted Fines: 6,706 SF Gravel/All-Weather Surface: 163,891 SF Formal Landscaping: 13,964 SF Page3 of7 Pavers: 4,163 SF Non -irrigated seed mix: 446,673 SF 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? Sixty-six (66) standard parking spaces are prosed, 2 of which will be designed to meet ADA requirements. Additionally, thirteen spaces will be provided for trailer parking adjacent to the existing horse arena. 12. Explain the existing and proposed landscaping for the site. The existing site is native grasses and "scrub" vegetation. Proposed landscaping will include irrigated gardens, canopy trees and conifer trees for shade and screening. 13. Describe the type of fence proposed for the site. (e.g. 6 -foot chain link with earth tone slats) Fencing will be used for the riding arena and turn out pastures. These fences will consist of metal posts and panels. 14. Describe the proposed screening for all parking and outdoor storage areas. if the site is located in a floodplain outdoor storage is restricted. Care has been taken to locate event center parking centrally on the property to minimize any potential negative effect on adjacent property owners. Screening will be provided by landscape buffers along the south property line, in the parking areas, and along interior driveways. No outdoor storage areas are proposed. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Upon termination of the proposed Use by Special Review activity, the facilities will be utilized for other agricultural purposes. 16. Who will provide fire protection to the site? The Hudson Fire Protection District will provide fire protection to the site. 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. A single horse barn and access drive will be constructed initially, followed by the commercial buildings and landscape treatments. The quarter -mile practice track and roping arena are existing to the site and do not require improvements. The entire project is expected to proceed at one time if the owner can secure adequate financing. Page 4 of 7 Engineering Questions: 1. Describe how many roundtripsiday are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) A Traffic Impact Study was prepared by a Licensed Engineer. The report quantifies traffic generation in Peak Hour rates. There are no semi -trucks and trailers, and service trucks will be limited to panel trucks. The peak hour trip generation is 14 AM and 34 PM peak hour trips. 1. Describe the expected travel routes for site traffic. The existing access to this property is via a private drive, which is approximately 30' in width. It extends approximately 1.5 miles south of the property to Weld County Road 22. WCR 22 is a paved roadway with 'local" designation. There is an existing access permit at this location, AP I2-00221. 2. 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.) 100% of traffic will come into the site from the south via Weld County Road 22. It is projected that 60 % of traffic traveling along WCR 22 to the site with come from the east, and 40% will come from the west. A Traffic Impact Study is included with this application. Describe the time of day that you expect the highest traffic volumes from above. The highest traffic volumes will be generated by special events such as Weddings and Quinceaneras which will occur most often during the afternoon and evenings on the weekends.. Traffic generated by the day to day activities of the riding arena will occur mainly between the hours of 7 am and 6 pm. 4. Describe where the access to the site is planned. A private drive extends north from WCR 22 will provide access to the site. 5. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to storm water detention requirements per code section 23- 12-30 F.1. A. Does your site qualify for an exception to storm water detention? if so, describe in a drainage narrative the following: 1. Which exception is being applied for and include supporting documentation. 2. Where the water originates if it flows onto the property from an offsite source 3. Where it flows to as it leaves the property 4. The direction of flow across the property 5. If there have been previous drainage problems with the property The site does not qualify for an exception to storm water detention. Page 5 of 7 B. Does your site require a storm water detention pond? If so, the following applies: 1. A drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. 3. A► general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. A drainage report summarizing the detention pond design and maintenance plan has been included with this application. Environmental Health Questions: 1. What is the drinking water source on the property? if utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. Mr. Bonilla currently has a water well permit issued by the Colorado Division of Water Resources in 2009 for his residence located on a 29.36 -acre tract of land that lies directly west of the subject property. The well allows for Commercial and Domestic use of the Laramie Fox Hills Aquifer. It designates 3 acre-feet of water for his home, trucking company, fire protection, and to irrigate up to I acre of landscape treatments, not to exceed 15 gallons per minute. Though Mr. Bonilla requested 3 -acre feet of water in his well permit application, there is actually 6.8 acre feet of Laramie Fox Hills water underlying the adjacent 29.36 -acre parcel. This is a non -tributary aquifer, and would not require augmentation for the proposed use. This water source is more than adequate for the current use of the adjacent property as well as the proposed use of for an event center with livestock. There is currently a well, WP# 67932-F, owned by Reynaldo Bonilla on the parcel adjacent to the west property line for domestic and commercial uses. Mr. Bonilla will enter into a shared well agreement between parcel's no. 130710100009 and 130710100012 to allow use of the well on this property. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. New septic systems are proposed and will be designed, constructed and permitted according to Weld County septic requirements. Page 6 of 7 3. If storage or warehousing is proposed, what type of items will be stored? No exterior storage or warehousing is proposed. Any storage of feed or tack will be interior to the buildings. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. The storage and/or stockpile of wastes, chemicals, and/or petroleum will not occur on this site. 5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. There is no proposed on -site fuel storage. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. Washing of vehicles is not proposed for this site. 7. If there will be floor drains indicate how the fluids will be contained. Floor drains are not incorporated into the design of the proposed facilities. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) There will be no air emissions generated as a result of the proposed activities on -site. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) A Nuisance Management Plan has been included with this application. This plan outlines facility management practices including animal waste disposal and statements regarding dust, odor and pest control. 11. Additional information may be requested depending on type of land use requested. Planning has not requested additional information. The Pm -Application Meeting Minutes have been included with this application. Building Questions: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label ail existing and proposed structures on the USR drawing. Label the use of the building and the square footage. Page 7 of 7 Equestrian Barn 1: 4,800 SF Equestrian Barn 2: 4,800 SF Event Center: 6,240 SF Office / Caretaker Apartment: 960 SF Tack Safes Retail Shop:800 SF 2, Explain how the existing structures will be used for this USR? There are no existing structures on -site. 3. List the proposed use(s) of each structure. Equestrian Barn 1: 20 horse stalls Equestrian Barn 2: 20 horse stalls Event Center.• Weddings, quinceaneras, reunions, etc. Office / Caretaker Apartment: To provide housing for the one (1) full-time employee to live on -site as well as office space for daily facility operations. Tack Sales Retail Shop: ►Horse tack and supply retail store 71/?-i- -4 /art& 1 Illlil X1111 IM IIIIUIlIIU 11111 III IIIII ilil IIII 3550965 04130/2008 04:58P Weld County, CO FRICO# 2836 1 of 7 R 41.00 0 0.00 Steve Moreno Clerk & Recorder NON-EXCLUSIVE RIGHT OF WAY EASEMENT THIS INSTRUMENT dated this 19TH day of FEBRUARY. 2008 by FARMERS RESERVOIR & IRRIGATION COMPANY as Grantor, and REYNALDO BONILLA , as Grantee is as follows: WITN ESS ETH WHEREAS, Grantor is the owner of that certain right of way for and all canal improvements and appurtenances upon the right of way ('Canal") more particularly described or depicted on Exhibit "A", attached hereto and made a part hereof, commonly known as the BEEBE CANAL AND THE EAST NERES CANAL! SECTION 10 , TOWNSHIP 2N RANGE 65W _in _WELD County, Colorado (hereafter Right of Way)}and WHEREAS, Grantee desires to obtain an easement from Grantor for access and to construct and maintain certain structures upon or across or under the Right of Way at the locations and in the manner shown on the drawings marked Exhibit "A" attached to and made a part hereof ("Permitted Structures"). Exhibit "A" and/or "B" consists of a total of 2 sheet(s); and WHEREAS, Grantor is willing to grant the non-exclusive easement desired by Grantee upon the terms and conditions set forth in this Non Exclusive Right of Way Easement. NOW, THEREFORE, in consideration of the sum of 1„0.00 paid to Grantor the receipt and adequacy of which is hereby acknowledged, and as additional consideration the obligations and agreements of Grantee to be performed hereunder, Grantor does grant to Grantee, its successors and assigns, a non-exclusive easement over andfor across and/or under the Right of Way to access, construct, maintain, replace, operate and remove the Permitted Structures in the place and manner and expressly limited as set forth in Exhibit "A" and/or "B". The grant of this non-exclusive easement by Grantor is without any representation or warranty of title of any nature. Grantor has made no representation of the quality of its title, and in the event that it shall at any time be determined that the non-exclusive easement granted hereby is beyond the right or authority of the Grantor, the rights and interests hereby Granted shall be limited to such rights and interests as are within the dght and authority of the Grantor to grant as of the date of this Right of Way Easement. The non-exclusive easement that is the subject of this agreement is further subject to any previously granted rights of way or use of the Canal and Right of Way which arise by or through Grantor or which exist by right of use or claim independent of Grantor, Grantee agrees not to commence construction of said Permitted Structures without first having obtained the consent and approval of the designated official of Grantor. t • In the event that any construction, maintenance, modification, operation or removal of the Permitted Structures requires that the operation of the Canal be restricted or the flow of water reduced or curtailed for a period of time, and in the event that the Grantor shall in its discretion agree to such reduction or curtailment of the use of the Canal for a period of time, IMInt L CC �oa C.. MEM 1:151 C 0 Mae CO C 0 a 0 mit LC Is a 04 the '�- period J . G 1:rr.aa shall L.a agreed to in tree specific period o time sh pan be agreed o in n shall be set forth and separately signed by the parties in the form attached and made a part hereof as Exhibit we". Unless this entire Agreement is modified by the parties hereto, no oral agreement or representation by any officer, director, employee or agent of the Grantor shall have the authority to bind the Grantor to reduce or curtail the use of the Canal by the Grantor, In absence of a signed Exhibit "O", in no event shall the period of reduction or curtailment of flow in the Canal exceed a period of twenty-four (24) hours. Only the president of the Grantor, or such corporate official as is designated in writing by the Board of Directors of the Grantor, shall have any authority to bind the Grantor to any period of reduction or curtailment of use of the Canal by the Grantor_ rti & l rr a nrll kit 1 411.1.1. (r•n n fn r n n (ra nfa e n r11"4 CI knell mac Ll)' Ll IC %..MI CAI Min 1 CAI I u .%J1 QI I Pa Grantor may, in its sole discretion, co-operate with the Grantee in managing or maintaining the flow of water in the Canal to assist the Grantee in the accessing, constructing, maintaining, replacing, operating or removal of the Permitted Structures, but such co- operation is within the sole discretion of the Grantor, and the Grantor shall not at any time be required to stop or reduce the flow of water in the Canal or to in any way modify its operations for the benefit of the Grantee. In no event shall the Grantor be liable for any damages that may occur to the Permitted Structures or to the interests of the Grantee related to the Permitted Structures arising from the use or operation of the Canal and Right of Way by the Grantor, absent the intentional act of the Grantor to damage the Permitted Structures. In constructing said Permitted Structures and thereafter in maintaining, replacing, operating and removing the Permitted Structures, Grantee shall do so in such manner as not to damage said Canal, particularly the embankments and access thereto, and so as not to interfere with the flow of water in said Canal or the management or maintenance of the Canal. Any damage to the Canal, its embankments, and any appurtenance of the Grantor within the Right of Way, including fences, roads or other improvements shall be promptly repaired by Grantee at its sole cost to the satisfaction of Grantor. Grantee agrees that it will at all times maintain said Permitted Structures and will repair all breaks, leaks or damages to the Permitted Structures or to the Canal and Right of Way arising from the construction, maintenance, replacement, operation, or removal of the Permitted Structures or arising from the Grantee's use and access of the Right of Way at its own expense_ Further, if damage to the Canal or Right of Way of the Grantor is sustained arising from the Permitted Structures or the access or use of the Right of Way by the Grantee, then Grantee will, with all due diligence, repair such damage or replace such property of Grantor to the same condition as it was prior to such damage. Further, Grantee agrees to pay any and all monetary damages arising from the Permitted Structures or the Grantor's access and use of the Right of Way that are incurred by Grantor and its SLULl J «IU' I UI vvatci uacn 3. Grantee agrees to protect Grantor and save and hold it harmless from any and all third party claims and damages that the Permitted Structures and their operation, construction, maintenance and removal may directly or indirectly cause. Grantee hereby releases Grantor, its successors, assigns, employees, agents and stockholders from any and all claims and damages of whatsoever character to said Permitted Structures located on or across the Canal and Right of Way arising out of either the operation or maintenance of the Canal. In the event of default in the performance of any of the obligations set forth herein by Grantee, which default shall not be remedied within thirty (30) days after written notice of default, or the case of a matter that would reasonably take more than thirty days to remedy if Grantee shall fail to undertake substantial action to remedy the default within thirty (30) days after written notice of default Grantor, in addition to any other remedies that may be available to the Grantor in law or equity shall have the right to terminate this Non-exclusive Right of Way Easement. ft is mutually understood and agreed that this agreement and all the terms and conditions hereof shall extend to and be binding upon the parties hereto, their successors and assigns. Any assignment by Grantee shall be subject to the reasonable review and approval of the Grantor. Any assignee of the Grantee shall, at a minimum, have at least the same financial resources as the Grantee. Notwithstanding the Grantor's right of review and approval of a proposed assignee as provided in this paragraph, Grantor shall approve an assignment to a municipality that acknowledges that it is subject to all the terms and conditions of this Non - Exclusive Right of Way Easement. Until such time as the Grantee shall assign this Non-exclusive Right of Way Easement to a municipality of the State of Colorado or other governmental subdivision of the State of Colorado the rights and obligations of the Grantee set forth herein shall be deemed to be a covenant running with the land owned by the Grantee that is benefited by this Non-exclusive Right of Way Easement. ci las tic ud 3 0 cc _ a> �a CO co LO 0 C re ..s a ,., lam CC To the extent that any of the Permitted Structures provide for or allow public access and use of the Non-exclusive Right of Way Easement over and across the Canal and Right of Way, Grantee shall be responsible for the safety of the public enjoying the access permitted by this Non-exclusive Right of Way, and Grantee shall take all steps necessary or appropriate to fence off any area that may be dangerous for public access, warn of any dangerous condition, light areas where public access is permitted during hours of darkness and take all other steps reasonably required to insure the safety of all persons permitted or invited by the Grantee to make use of the Permitted Structures and access upon the Right of Way by this Nnn-girl icivn Right of Way FasArnent This Non-exclusive Right of Way Easement shall be deemed to have been executed in the State of Colorado regardless of the actual location of execution, shall be deemed to be exercised in the State of Colorado and shall be interpreted in accord with the laws of the State of Colorado. Jurisdiction for any claim or action between the parties that may arise under this Non - Exclusive Right of Way Easement be the District Court of the State of Colorado for the judicial district including WELD County} Colorado. All rights and interests of the Grantor that are not expressly granted to Grantee pursuant to this Non-exclusive Right of Way Easement shall remain wholly vested in the Grantor. EXECUTED in duplicate the day and year first Oereinabove written. � "�:� � 4f� +R 'fir ��e t COMPANY GRANTOR FARMERS RESERV .. Br\ \\\Lec, \r\\v • i c Its General Manager Attest: Jai Its Secretary STATE OF COLORADO } }ss. COUNTY OF The foregoing instrument was acknowledged before me this r .r itztia•ntanRibuR re or it' y .ter V V# Cu ' ICO ` r,* SEAL . "":1 dr • li `a a? elliffist €uut \i 1a1 day of 2008, by MANUEL MONTOYA Tas General Manager and MARY I1ANSSEN as Secretary of FARMERS RESERVOIR AND IRRIGATION COMPANY , a COLORADO corporation. .ray Witness my hand and notarial seal. 4 * �k CP IGIP *4 03 My commission expires APRIL 19,2008. a I- P2V q tnn Notary Public IlUl 1 111 Iltil1l 11311111111111i 11111111 it1li it 11�I 3550965 04/3012008 OA:58P Weld County, CO 4 at 1 R 41.00 D 0.00 Steve Moreno Clerk & fteeorde 4 GRANTEE By Its President Attest: its Secretary STATE OF QOACtaap., } )ss. COUNTY OF SecCiala, The foregoing instrument was acknowledged before me this day of _gjoitta,44120018 , by as and 4 as of a corporation. Witness my hand and notarial seal. My commission expires \J's ‘Vie kln+anf T! Ikik * I mini 11111 11111 11111 111111 i1II 11111 II! 11111 liii Illl 3550965 04130/2008 04:58P Weld County, CO 5 of 7 R 41.00 p 0.00 Steve Moreno Clerk & Recorder '.. • S • f i \./ j • 4, j ;y - , 1 • EXHIBIT C Pursuant To the terms of the Non-exclusive Right of Way Easement, the following activity is to be undertaken by the Grantee: [Describe the specific work to be undertaken? specifically describing the "Construction Zone"] Grantor states that it may transport water through the Construction Zone from the period beginning at 12:00 o'clock am/pm on _ FEBRUARY 19th 2008 to the completion time that is 12:00 o'clock amlpm on MARCH 15th, 2008 In the event that Grantee shall not complete the construction by the completion time set forth herein, Grantor shall, as an additional remedy to all those set forth in the Non-exclusive Right of Way Easement to enter upon the Right of Way and to provide for the completion of the construction of the work, to the extent that such work permits Grantor to return flows to the Canal for the benefit of its shareholders, and in such event Grantor shall not be responsible for any loss or damage to incomplete structures, delay in completion or other claim from the Grantee or any of its contractors. Grantor shall not be responsible for any storm flows or any other water discharged into the Canal by any third parties during the period of construction provided herein, and Grantee and its agents and contractors shall be deemed to have been advised of such possibility and shall be deemed to have accepted that such flows could occur during the period of construction as a risk of the project. EXECUTED in duplicate the day and year first hereinabove written. GRANTOR: NO 9'JOIE;veto FARMERS RESERVOIR If & IRRlGA �O�' �, 11 dr; By \K .. It's General Manager i is X i nacos .2...„ Yi L ti~ 1 ray it- ANN4 ‘P ,dre-''.. ......... ..„..(k...;r\se Attest: Its Secretary GRANTEE: Attest: It's 11$ 1\I1 l I�1ti�11111�11t11� �� \\\II 1�1�� p Weld count/,k0 & Recorder�pgg5 94l3fl!2fl � � � Steve Moreno Clerk 6 el 7 R 4i .00 A a r Y1 h Into lung! if( a y � I a._.. 1-G I.. I a.I.at 1 I-+ u Y I ,o in.. Ij� ♦. .s i r .arn a .�,��+.y hw 121 ~.�1`p".dry-- 'W ;7�f.'..Iw.,�l �I;..• `Ig S yI' -1;:a erai. �� Tithr f . ga� ihI1t1! cortql rns-, " >r'��#:#LQ1•cuuai 4 I iirlifieil0thil ti4;1 iii $ �lp'Ii J a digN6 AFdrO r. I II I Fill gs",. N!!Lior. is I I I I ! i Ii 1 Let las a 441'0 i� XY► Yt .1 t tt ; �i till b .1 �� ■�� ■iJa ■��yi,ailrgy �� r;r4•. �t • , t�� t;�E� 11114! Whin 11Dhi tai! r 4 1, _ igi -\ (o3J.OraLSNC3 ION) , eiN3NNSIIYs fl C]VO I L .0? f_ 3-3 F r tsi Leto..�•-C. ' . sal .r ey I 2N <19 oc1f a: 1e 4 22 JOS I SA hi mtirgir onoit , i`rWIZ 3.I1O0.Piki 1.511.146 .DOLL A n'LL444. ispiopelpi 91810 nurdOI man own a 00117H t 10 1r can `iturloO PlaM dsg:n 8OO3t00t'O G96OQQE liii iim III loll iiiii iiiiii iiui iniii nin iiini i a H n r t 1 I pay ... a I 1 L i • • Tag i AGPROfessionals DEVELOPERS OF AGRICULTURE ACCESS STATEMENT REYNALDO BONILLA The existing access to Reynaldo Bonilla's property is via a private drive, which is approximately 30' in width. It extends approximately 1.5 miles south of the property to Weld County Road 22. WCR 22 is a paved roadway with "local" designation. There is an existing access permit at this location, AP12-00221. No new accesses are proposed. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67`x' Avenue • Suite 200 • Greeley, CO 80634 970.535.9318 /office • 970.535.9854 / fax • www.agpros.com Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Applicant Name Kelsey Bruxvoort Company AGPRGfessionals Address 3050 67th Ave, #200 ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Reynaldo Bonilla Address 21505 CR 22 City Hudson State CO Zip 80642 City Greeley State CO Zip 80634 Phone (303) 3564795 Business Phone (970) 535-9318 Fax E-mail reyilc@live.00m Fax (970) 535-9854 E-mail kbruxvoort@agpros.com Parcel Location & Sketch The access is on WCR 22 Nearest Intersection: WCR 22 & WCR 41 Distance from Intersection 1.5 miles Parcel Number 130710100012 Section/Township/Range S 10, T 2N, R 65W A = Existing Access A= Proposed Access t Is there an existing access to the property:OYES NO 0 N Number of Existing Accesses 1 Road Surface Type & Construction Information Asphalt n Gravel LI Treated I-1 Other Culvert Size & Type Materials used to construct Access Construction Start Date Finish Date Proposed Use Temporary (Tracking Pad Required)/ $75 Small Commercial or Oil & Gas/$75 flField (Agriculture Only)/Exempt Is this access associated with a Planning Process? Aril ---002-129‘ WCR z ❑Single Residential/$75 OLarge Commercial/$150 Required Attached Documents - Traffic Control Plan -Certificate of Insurance Industrial/$150 Q Subdivision/$150 No IXIUSR ERE PUDOther - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construction. Signature 14,t1 Printed Name Approval or Denial will be issued in minimum of 5 days. Approved by Revised Date 6/29/10 klesty �nirguorl Date (p I 1 jip ROAD WORK .HEAL) Typical Traffic Control Plan Diagram *ROAD WORK Al1l=1\l) Notes: 1. The above diagram is typical for normal shoulder work applications. Additional signing may be required. 2. Vehicles or construction equipment shall not be parked in the travel way and should be moved to the shoulder. If vehicles or construction equipment are not able to be moved out of the way of traffics channelizing devices are required for day use only. No night time obstructions are allowed. 1111111 11111 11111 1111 111111 111111 1011, !fl 11111 1111 1111 3406899 07/31/2006 1Q:17A Weld County, Co 1 of 6 R 31.00 D 0.00 Steve Moreno Clerk & Recorder RIGHT OF WAY EASIMENrs AND LICENSES THESE EASEMENTS AND LICENSES made and entered into this 28 day of July, A.D 2006 by and between The Fars Reservoir & Irrigation Company Colorado corporation, as First Party, and Larry and Marsha Bargas, as Second Party; WITNESSETH: T ESSETH THAT WHEREAS, First Party is the owner of those certain irrigation canals known as the Beebe-Teres Cut Off Ditch in Weld County, Colorado; and WHEREAS, Second Party desires to construct and maintain Access in varying sizes over or under and across the rights of way of said canals at the locations and in the manner as shown on the drawings marked Exhibit lkhereto attached and by this reference made a part hereof. Said Exhibit lkconsists of 4Lpheet and each sheet represents a specific crossing; and WHEREAS, First Party is willing to grant the easements and licenses desired by Second Party. NOW, THEREFORE, in consideration of the sum of $10.00 paid to Farmers Reservoir & Irrigation Company the receipt of which is hereby acknowledged, and the agreements of Second Party to be performed hereunder and upon the conditions and for the period herein stated, First Party does grant to Second Party, its successors and assigns, easements and licenses to construct, install, lay, maintain, alter, repair, operate and remove a access over or under and across the strips of land which constitute a part of the rights of way of the canals hereinabove named at the specific locations and in the manner designated and referred to in the applicable sheet of Exhibit Jk. Second Party agrees not to commence construction of said access at any of the points described in Exhibit A without first having obtained the consent and approval thereof of the Superintendent of First Party. It is understood that, if the First Party only owns an easement for Canal and Lateral rights of way or any part thereof at the locations described in Exhibit P, this instrument shall grant to Second Party only such rights as First Party may under such circumstances grant. In laying and constructing said access and thereafter in repairing, maintaining or removing same Second Party shall do so in such manner as not to damage said Canals and Laterals or the DOC - LICENSE AND EASEMENT AGREEMENT 1 Illl�ltl �111111l11Illll1ti«Itt�{i111111tllltil�l1tll �� 3406899 07131 12006 ,o:,Ta Weld County, co 2 of 6 R 31.00 Q 0.00 Steve Morena Clerk & Recorder embankments thereof and so as not to interfere with the flow of water in said Canals and Laterals. Any and all excavations made shall be immediately leveled off, and any damage to the Canals and Laterals, embankments, fences, roads or other improvements shall be promptly repaired by Second Party at its sole cost to the satisfaction of First Party. Second Party agrees that it will at all times maintain said access and repair all breaks, leaks and damages therein and thereto at its own expense and further that, if, by reason of any break, leak or damage in and to the access, injury to the properties of First Party is sustained, then Second Party will, with all due diligence, repair and replace such property of First Party in the same condition as the same was in prior to such break, leak or damage in and to the said access and will pay any and all monetary damages resulting from such break, leak or damage sustained or incurred by First Party or its stockholders o r water users. Second Party further agrees that, if at any time the access causes any settling in the ditch embankments, the roads thereon, o r any part of the ditch rights of way, it will, upon notification from First Party, immediately make all repairs required by First Party at Second Party's expense. Second Party further agrees to indemnify and save harmless First Party, its successors, assigns, employees, agents and stockholders on account of any damage or loss sustained by them or any of them arising by reason of laying, construction, maintenance or removal of said access. If in the future First Party should desire to enlarge, deepen or otherwise change or relocate said Canals and Laterals o r to construct any other canal ditch or waterway on said Canal and Lateral rights of way or to do any other thing incident to the operation of said canals and Laterals or any other portion of the irrigation system of First Party, then Second Party agrees, at Second Party's expense, with all due diligence, to change, relay and reconstruct its access so as to comply with such plans and specifications as First Party may prescribe as being necessary to permit the proper maintenance and operation of First Party's irrigation system. Second Party agrees to protect First Party and save and hold it harmless from any and all third party claims and damages that said access and its operation, construction, maintenance and removal may directly or indirectly cause; and Second Party hereby releases First Party, its successors, assigns, employees, agents and stockholders from any and all claims and damages of whatsoever character to said access or other property of Second Party located in, along or across said Canal and Lateral rights of way arising out of either the operation or maintenance of said canals and Laterals or other portions of First Party's irrigation system or resulting from any other act either on the part of Doc - LICENSE AND EASEMENT AGREEMENT 2 11111111111111111 ua iiiui lulu iiiii1 iii uiu iiii iiii 628+-h 3406899 07/31/2006 1O:17A Weld County, Co 3 of 6 R 31.00 0 0.00 Steve Moreno Clerk & Recorder First Party or on the part of any Third Party. The rights of way herein granted to Second Party shall continue so long and only so long as Second Party, its successors and assigns, shall faithfully and promptly comply with the provisions herein stated. It is mutually understood and agreed that this agreement and all the terms and conditions hereof shall extend to and be binding upon the parties hereto, their successors and assigns. EXECUTED in duplicate the day and year first hereinabove written. Attest: Its ecreta STATE OF COLORADO, } }ss. COUNTY OF ADAMS ) FIRST. •ARTY sktSERVO, 5 General Man-•er The foregoing in trument was acknowledged before me this day of ,.. , 20_ by �l 9 as cretary of Elora:CIO Pze id n-tand es -4) ate corporation. Witness my hand and notarial seal. My commission expires r s I • My Comm. Wires SECOND PARTY DOC - LICENSE AND EASEMENT AGREEMENT r OnapOzi 3 liHhlt 11111 1110 1111lii1ll 111111 11111111111111111! Ili! 3406899 07/31/2006 10:17A Weld County, CO 4 of 6 R 31.00 D 0.00 Steve Moreno Clerk & Recorder Attest: Its ger' san O r ) }58. COUNTY O } i The foregoing instrument as acknowledged before me this day of as as 24Q‘, by Witness my hand and notarial seal. My commission expires LICENSE MID EASEMENT AGREEMENT and of corporation. Notary Public 4 IDIS 0 C3 0 O ec C C3 Ct M One •MP rt. go d CD CI CI se ci ra riat ei SAM C a Cal le Mimi iw illassiaamarr. J F• 1 d SIN i4oP'P rinyselliij R 7 • i(05,S) f 4-4 P41 51:11 ePui fdrfr o r s'. w c oglit t r 'ANK BATTERY \1/4 iimmellg)* essose 30 ...�■■■. a�.Y� a a E Y 1 i i I /yr i Pte /4* fv:4`" to) gam'+ • 30 ' cro CD 'i . 1 l I i �N 114a7667ft' I Ex t);} - P.0.8 LOT A SOO '14 ' 58"W 463.00 ` 5G7`12'44"v i65.7i' -SOS'1 '4 D.W 174.21' EXISTING RESIDENTIAL • ACCESS L0TA (OSs 1b.00 ET 14.5E A..C. SEE DETAIL A N00 40 ' S" 3151.06 20" WIDE ACCES AND UTILITY EASEMENT AS SHOWN ON LAND SURVEY PLAT 3Y ALPHA ENGINEERING CO . PEC . #3102710, WELD COUNTY RECORDS t*kshdt A cross( .4 -PROPOSED RESIDENTIAL ACCESS SEE DETAIL E I 2652.80' 45 Rue'ED) up. ;'S at • LOT B GROSS 19.15 A.C.+ NET 16J7 A,Ct NOTE: 3' —! ROAD RIGHT —C BOOK 86. Pa CCTOBE I 14; ITYPICAIL) 237.06 • a as • e 5r .a• a. P's C . 3 LOT E B e s _ ip%tSee a a.. i a► s a S e a t ,.e ee a airy aak ■ a a.► Irn o OD tO min Lc) Jo0 a e C "frti rU 'III') 01 El z co n 0 .3) a*. z an mten a _ 0 Lri a verr qwe rn C) n vd INOReHEST CORNER DE EECTIC . 10, F MD 3/4" REBAR WITH c ALUM:NA _. A P PLS 25937, W. C.R. #.24-1 1 PROPERTY LOCATION I • . z 4 to ■ • C, S cc re a es Marais cc., Mk 0 S 14' iTo ieSSI P.'S fa S ImP a esis ice NEWM o4 sow a cc WEI aa to DAY OF _. MY CDMMISS: NOTARY PUB! WITNESS MY 1PLANNINI TF S PLAT DEPARTMTEK THE FOREC THIS_, DAY OF a._ MY CD MIl NOTARY P! MAY HAND • _ EFIVEYC ,o 3* Ms DI IN THE Se THE SURVI ME OR UNI REPRESEN AND BELT SEARCH B ■ OOUDL. FOR AND SURvEYIW 29 S 4Th PH, 303 • • Traffic Impact Study Bonilla Event Center 21505 CR 22, Hudson, CO 80642 Prepared For: AGPROfessionals onals 3050 67th Avenue, Suite 200 Greeley, CO 80634 Prepared By: KELLAR ENGINEERING www.kellarengineering.com 970.587.3771 phone July 5, 2016 Sean K. Kellar, PE, PTOE This document, together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from Kellar Engineering shall be without liability to Kellar Engineering. TABLE OF CONTENTS 1.0 Introduction 2.0 Existing Conditions and Roadway Network 2.1 Existing Traffic Volumes 3.0 Pedestrian/Bicycle Facilities 4.0 Proposed Development 4.1 Trip Generation 4.2 Trip Distribution 4.3 Traffic Assignment 4.4 Short Range Total Peak Hour Traffic 5.0 Traffic Operation Analysis 5.1 Analysis Methodology 5.2 Intersection Operational Analysis 5.3 Proposed Access 6.0 Conclusions List of Figures: Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Vicinity Map Site Plan Recent Peak Hour Traffic Trip Distribution Site Generated Peak Hour Traffic 2017 Short Range Background Peak Hour Traffic 2017 Short Range Total Peak Hour Traffic 3 6 6 6 13 13 13 13 13 14 14 16 4 5 8 9 10 11 12 Bonilla Event Center TIS Page 1 TABLE OF CONTENTS (continued) List of Tables: Table 1: Trip Generation Table 2: 2017 Short Range Total Peak Hour Operation Appendices: Appendix A: Traffic Counts Appendix B: HCM 2010 Calculations (Synchro 9) Appendix C: Level of Service (LOS) Table Appendix D: Aerial Images aug, 7 15 18 20 24 25 Bonilla Event Center TIS Page 2 1.0 Introduction The purpose of this Traffic Impact Study (TIS) is to identify project traffic generation characteristics, to identify potential traffic related impacts on the adjacent street system, and to develop mitigation measures required for identified traffic impacts. This TIS is for the proposed Bonilla Event Center located at 21505 CR 22, Hudson, CO 80642. Kellar Engineering (KE) has prepared the TIS to document the results of the project's anticipated traffic conditions in accordance with Weld County's requirements and to identify projected impacts to the local and regional traffic system. 2.0 Existing Conditions and Roadway Network The Bonilla Event Center is located at 21505 CR 22, Hudson, CO 80642. Access to the property is from the property's existing access point to CR 22 located east of the Beebe- Neres Canal. Aligned directly south of the existing site access point is another existing access on the south side of CR 22 for unmanned operations. See Appendix D►: Aerial Image. The current use of the 15 -acre property is for a personal horse arena. CR 22 is an existing east -west street with a posted speed of 55 mph and an existing two-lane cross section. CR 22 is classified as an arterial on the Weld County Functional Classification Map. 2.1 Existing Traffic Volumes Existing peak hour traffic volume counts were conducted by All Traffic Data Services Inc. using Miovision data collection cameras at the site access onto CR 22 on Tuesday, June 7, 2016.. The traffic counts were conducted during the peak hours of adjacent street traffic in 15 -minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. These turning movement counts are shown in Figure 3 with the count sheets provided in Appendix A. Bonilla Event Center TIS Page 3 Figure 1. Vicinity Map r) L l J R '24 BEB HERS .leb- teaa .nue want Vo' C R . #22 /PROPERTY LOCATION I Bonilla Event Center TIS Page 4 Figure 2: Site Plan =r S tW5Z C LINE TABL€ JTE. BEAM VC DIsince L'' _..'•sr. 3.4.+1 ; •. Lb %T•_:40TC! '4Ii f - Lr• _ — A •':-3D:. Ir, L. 44tI'7:" : T1'i U' 'ti G +'C" " Ir.', L4 •rt"'3'2G' 2'• L LI7 E P ERTt OWNER Pr-Prilis1D0 SONLLA I METAL FENCE MP) PORTICc LVLNI C=hILF1 .P -4C SF : CA'ACI Y 7M GUI S' PAPKING to PACES ExsTnG GATE ELECTRCAL TRANSFORMEA AND PANEL EXISTING COL AND GAS STRUCTURES MP) r f a w gal • I I Y ti 464%-_� 4 AT n ;1v- _,Syr resat —-ff 150 EASEMENT FOR Pt#&AC SERVICE COMPANY OF COLORADO r nig- ins'_ a HORSE TRACK EXIST MGi-lORL A'- riA MP. I HL1.AIL TACK DES I I e ti _ • t"ate • _ ."; �-•) Mao SOS fr f • ' 'f t-..c(jI$I I I Iii C I II 11I fi. 1111111/1 s 30 PROPOSED ACCESS AGREVAENT !' C,L AND GAS SETBACK rr , s V 4- 44 - • EX S NG ACCESS I I111111I LL II e• 1J11III1 0- 4- , NIS 0= FEE ; CARE TMER AFT. ( 1• . UT 54 • 1 p 1 X: ,,• 20 ACCESS AND UTILI" r EAsat.Rr 'S'Ii4 OVERI-eAD ELECTRIC - W I 1RAUA PARKING 4• �4 1 ROJN.) V&N OUTIDDGP F1c 10 BWA.P; 4 EACH SIDE OF E'i 1s GAI C i/C� 4 EC- l - I A. ;ORIALiS . NNOU a PAT'UPS FASTI-IRE I 4 cj Bonilla Event Center TIS Page 5 3.0 Pedestrian and Bicycle Facilities Currently there are no existing sidewalks or bicycle facilities adjacent to the streets adjacent to and within 1,320 feet of the project site. Additionally, the proposed land use associated with the Bonilla Event Center is not anticipated to generate additional pedestrian or bicycle trips. Any additional pedestrian or bicycle traffic from this development, if any, would be negligible. 4.0 Proposed Development The proposed Bonilla Event Center is a proposed commercial arena and event center upon a 15 -acre property currently used as a personal horse arena. Vehicular access to the property is proposed from the property's existing access point to CR 22 located east of the Beebe-Neres Canal. This TIS analyzes the project's potential traffic related impacts of the access to CR 22. The short range analysis year 2017 includes the proposed development for this project plus a 3% per year increase in background traffic. 4.1 Trip Generation Site generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). The Institute of Transportation Engineers' (ITE) Trip Generation Manual, 9th Edition does not provide detailed data on event centers. As such, KE was able to estimate the weekday peak hour trip generation for the AM and PM peak hours based upon estimated weekday peak hour attendance. The weekday peak hour site generated traffic is based upon the anticipated typical average trip generation of the site on a normal weekday. From correspondence with the client and project team, 20 average AM weekday peak hour people attending and 50 average PM weekday peak hour people attending was used with an average of 3 occupants per vehicle. Therefore the Bonilla Event Center is projected to generated approximately 14 AM peak hour trips, and 34 PM peak hour trips. See Table 1: Trip Generation. Bonilla Event Center TIS Page 6 Table 1: Trip Generation Bonilla Event Center ITE Code Land Use Size Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Rate Total Rate In Rate Out Total Rate In Rate Out Total 460 Arena 15 Acres 33.33 500 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A * , Bonilla Event Center 15 Acres * * * 7 * 7 14 17 * 17 34 N/A = Not Available The Institute of Transportation Engineers' (ITE) Trip Generation Manual, 9th Edition does not provide detailed data on event centers. As such, KE was able to estimate the weekday peak hour trip generation for the AM and PM peak hours based upon estimated weekday peak hour attendance. The weekday peak hour site generated traffic is based upon the anticipated typical average trip generation of the site on a normal weekday. From correspondence with the client and project team, 20 average AM weekday peak hour people attending and 50 average PM weekday peak hour people attending was used with an average of 3 occupants per vehicle. Bonilla Event Center TN Page 7 Figure 3: Recent Peak Hour Traffic r 41- 41- C A /0 40/47 Project Site 21505CR22 Hudson, CO 80642 NTS Legend AM/PM 1/1 39/37 f C"V 0 0 0 CR22 Bonilla Event Center TIS Page 8 Figure 4: Trip Distribution �- Project Site 21505 CR 22 Hudson, CO 80642 co/ 01 0; co N NTS Le end AM/PM 0%> 0%> CR 22 Bonilla Event Center TIS Page 9 Figure 5: Site Generated Peak Hour Traffic itt 0 t"-- 411 Project Site 21505 CR 2 Hudson, CO 80642 NTS Legend AM/PM 3/7 CR 22 Bonilla Event Center TIS Page 10 Figure 6; 2017 Short Range Background Peak Hour Traffic oil it - r r 1/0 < 41/48 Project Site 21505 CFA 22 Hudson, CO 80642 N A NTS Legend AM/PM 1/1 T 40138-÷ Csi O 0 0 CR22 Bonilla Event Center TlS Page 11 Figure 7: 2017 Short Range Total Peak Hour Traffic Project Site 21505 CR 22 Hudson, CO80642 5/10 X 41/48 N7S Legend AM/PM 40/38 > {N 0 0 Bonilla Event Center TIS CR 22 Page 12 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns and volumes, anticipated surrounding development areas, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 4 illustrates the trip distribution used for the project's analysis. One of the factors influencing the trip distribution for this project is that CR 49 is located east of the project site. CR 49 is a major north/south weekday peak hour route for many motorists in Weld County. 4.3 Traffic Assignment Traffic assignment was obtained by applying the trip distributions to the estimated trip generation of the development. Figure 5 shows the site generated traffic assignment. 4.4 Short Range Total Peak Hour Traffic Site generated peak hour traffic volumes were added to the background traffic volumes to represent the estimated traffic conditions for the short range 2017 horizon. These background (2017) and short range (2017) total traffic volumes are shown in Figure 6 and Figure 7 respectively. 5.0 Traffic Operation Analysis KE's analysis of traffic operations in the site vicinity was conducted to determine the capacity at the identified intersections. The acknowledged source for determining overall capacity is the 2010 Edition of the Highway Capacity Manual (HCM). 5.1 Analysis Methodology Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling Bonilla Event Center TIS Page 13 on a particular street or highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long delays). A description of the level of service (LOS) for signalized and unsignalized intersections from the 2010 Highway Capacity Manual (HCM) are provided in Appendix C. 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2017 horizon. The calculations for this analysis are provided in Appendix B. Using the short range total traffic volumes shown in Figure 7, the project's intersections are projected to operate acceptably. See Table 2: 2017 Short Range Total Peak HourOperation. 5.3 Proposed Access Vehicular access to the property is proposed from the property's existing access point to CR 22 located east of the Beebe-Neres Canal. The auxiliary lane analysis for the access points were conducted using CDOT State Highway Access Code (SHAC). Based upon the SHAC, and a posted speed of 55 mph, a left -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 10 vph. Additionally, a right -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 25 vph, and a right -turn acceleration lane is required at an intersection with a projected peak egress turning volume greater than 50 vph. Based upon the projected traffic of the development, auxiliary lanes will not be required. See Figure 7: 2017 Short Range Total Peak Hour Traffic. Additionally, the HCM 2010 analysis was conducted using the existing roadway geometry of CR 22 with the 2017 Short Range Total traffic. The intersection of CR 22 and the project's site access point operates acceptably from a level of service (LOS) standpoint with all approaches and movements at LOS A, See Table 2: Short Range Total Peak Hour Operation and Appendix B: HCM 2010 Calculations. Bonilla Event Center TIS Page 14 Table 2: 2017 Short Range Total Peak Hour Operation Intersection Movement Level of Service (LOS) AM PM LOS LOS WCR 22/Site Access EB Thru/Left/Right A A EB Approach A A A A WB Th ru/Left/R ig ht WB Approach A A A A NB Th ru/Left/R i g ht NB Approach A A SB That/Left/Right A A SB Approach A A Overall i A A Bonilla Event Center TIS Page 15 6.0 Conclusions Based upon the analysis presented in this TIS, the proposed Bonilla Event Center located at 21505 CR 22, Hudson, CO 80642 will not create a negative impact upon the local and regional traffic system. I. The project is appropriate in size and scale from a traffic engineering perspective based upon the existing adjacent roadway characteristics. 2. The project is not a large weekday peak hour traffic generator. The Bonilla Event Center is projected to generated approximately 14 AM peak hour trips, and 34 PM peak hour trips. See Table 1: Trip Generation. 3. The intersection of CR 22 and the project's site access point operates acceptably from a level of service (LOS) standpoint with all approaches and movements at LOS A. See Table 2: Short Range Total Peak Hour Operation and Appendix B: HCM 2010 Calculations Bonilla Event Center TIS Page 16 APPENDICES: Bonilla Event Center• TIS Page 17 Appendix A: Traffic Counts () 216-2439 V1 W►w.d'tra fitdmta.tlet Peak Flour Li S X31 017 t 40 �s rim cm, n a All Vehicles 2 03 2 (4) ..1 Location: I. SITE ACHE'S B & CR 22 AM Dote and Start Time: Tuesday. June 07.2016 Peak Hour. 08:00 AM - 09:00 AM Peak 15-M it rites: 08:45 AM - 09:00 AM a r. - e t ism 43 r 3 al CC, �r. a = 4 c :-2" ODIC 0 4- S 41 43 a Note: Ted ta:cy warls crr pareireses. FAN Ftii= EB wB Ie se N 450% 1955% 0.0% 50O% 325% 027 0.73 0,00 025 ow Traffic Counts - All Vehicles CE 22 m_ :Ealtaaritl ri Tr;e 7:00 AM :15 ABM 7:30 MI 7:45 AstA V 1a S owe Heavy Vehicle -s c c 0 z.JINIL is 15.r VI tail r0 V CO neitr Pei C CC, n CIS 22 Westbound I i 16 SITE ACCESS 5 New Pedestrians/Bicycles in Crosswalk a3 0 moo t s .1 sal 4..90 0 r--- 3 5fEAiCESSA St.lintt mu no 1 irc Leff TM Right trio 1 Leff TM Rip' U -Turn Left Tito Rion ti -Tam LeThu dicott Teti Pieta C 0 0 0 � 0 0 0 1 7 0 6 0 11 0 1^ 0 0 C 0 a 0 C C 4 5 a 0 0 a 1 0 J 0 0 C 0 0 0 0 0 0 o a 0 0 0 0 00 0 1 1 00 0 C C c 11 13 21 22 67 0 76 79 6:00 AM t15 MI 0:30 AM 1 5 0 0 0 5 0 0 0 0 c 5 0 0 0 IL 0 0 a a 0 13 0 0 C 9 0 0 4 4 0 0 0 0 0 11 83 0 0 0 0 0 0 22 0 DO t CIZt 5.4ti h17 0 0 13 i B 0 4 0 0 0 0 0 0 0 00 2 C 16. 0 0 t 150 r 0 1 0 0 0 40 1 .3 3 C G 0 1 0 1 83 Traffic Ca u nts - Heavy Vehicles and Pedestrians/BicyclesPedestrians/Bicycles in Crowwalk SW Tire EB 7:00 Argil 7:t5AM 7:30 P1 .kM 4 I imy Vetticfe anteva 'Petlestriaisaiwsles on Crosavak PIE Ye. 58 Too Stift Tim Eta NB W'E Se TWA 0 0 0 2 MO AM 0 0 0 0 0 4 0 7 715 NA 0 0 0 0 0 0 $ 7:30 AiA 0 0 0 0 o � 0 5 7:45Mt 0 0 0 0 0:00 AM 2 8:15 A41 4 8:30 AM I t:45 Nt S 1 C 6 &C AM :15At 18:80 AM 0 C 0 0 o a a a 0 0 0 0 a a 0 NA a 4 CzumrC, I 1 14 ;s 47 Count Iota C Pei; -Ow ii Pr-Sthas0 0 0 0 Bonilla Event Center TIS Page 18 All Traffic Data tit! NWt:hi tt)it..ri) t.al'f&)t t4 I rut ISC:i 2i6.2439 waw,n. troffiodatismet Peak Hour T (4j Si am 1 �3 0.794 , 0a s3 E ^ al ellir !'.J 0 Oi All Vehicles 3 03 1 i31 Loctatioh: r ATE ACCESS B Se CR 22 PM Date and Stan Time: T1, ddtit. shine 07.2016 Peak Hour: 04:15 PM 05:15 PM Peak 15 -Minutes: 05:00 PM - 05:15 PM :'T 4' r :rd J I L Li _ I a=lit ;55) 4- 093 38 4 - Heavy Veh iclE 3 0 11 IsLe 0 0 010 L a o all � 11 13 a gall E sis s r 9 st reo cc cc 1 1=i 0 0 Note: Tc ≥it? cards ca i parerrwr.ses ® 262% 0.79 va3 jf�J �/ �} O K NE 58 �0.oli 'i✓ly�� AI Y 1%{i'Y 0.'83 11 13 Pedestrians/Bicycles iir Crosswalk t I°it& Taal 4s. 3 1 0 0 t....ti. I Traffic Counts - Ail Vehicles CF. 22 cR 22 SITE ACCESS Li SITE ACCESS h Tenci E :tan: isWitDourPO lortt m 5otltTki ,1ric1 Fail 5ta'IThE L-TLn Left TM Fi ri IL --- n Lee TINN Rirt1 4 -Tun Left Tin Riga: U - Tarn a'n Lai: TP*J &4 i Cta 11+Gu 4:00 PM 0 6 C 0 12 t 0 0 C 0 C 0 I 22 •tls 4:15 PirI 0 0 12 0 0 0 9 0 0 0 0 0 0 0 0° 0 21 93 CH PM 0 0 6 0 0 13 0 0 R Cr 0 0 0 0 0 21 81 4'45 PM 0 0 g 0 0 0 12 0 0 C C 0 0 0 0 0 21 76 5:00 PM ? 1 tC tt 0 C 13 0 C 0 0 0 0 1 0 2 27 70 5:15PM 0 1 6 0 0 0 5 3 0 C C 0 5:30Psi 0 0 3 0 0 0 13 0 3 C C 0 5:45 PM,S 0 0 i 0 0 0 5 0 0 C C 0 y 0 01.. O 0 0 0 16 u 00 0 15 *r CW. Total 0 2 59 2 0 0 85? t C 1 0 3 155 Danx hots i 1 37 0 0 73 0 4 h rt t v 90 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk T.E.0 a, trr€2 1/4's � ens. 51.a111 -vie EE rse Vie SE 4:113P;i = 0 6 ,iii' 's'tri:t't: E eon Ctosswat Top Elan Tine 5E WD E$ Tr 0 1e 4:00 PM 0 0 0 415 PM 4:30 PM 0 2 0 4 4.15 RA 0 4 0 6 410 RA 4 0 4 0 3 4:45 Per 2 0 $ 0 0 0 0 ►0 0 0 0 0 0 0 0 0 0 0 Sin PM 0 0 0 515 RBI 5:30 RI 5:45 PM 1 0 1 0 C 0 0 1 0 0 3 5:15 Kt 0 0 0 0 3 5_4 PM 0 0 0 0 0 1 5`45 PM 0 0 0 0 0 Count Tc a1 16 0 037 COLNTC42r 0 0 0 0 0 Peak s:su r rt C 0 11 0 ,: 1 zinc tict.r 0 0 0 0 0 Bonilla Event Center TES Page 19 Appendix B: HCM 2010 Calculations (Synchro 9) 2017 Short Range Total AM Peak Hour Traffic 3: CR 22 & Site Access 7/4/2016 Intersection tin Ina Delay. s,Nen Movement Lane Configurations Traffic Vol, ve rn Future Vol, vet u'n Conflicting Peds, it Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade., % Peak Hour Factor Heavy V'ethicles. % Mvmt Flow Moira 1.1 EBL EBT EBR 4 40 4 40 0 0 Free Free - • 90 2 4 Matti 0 0 90 44 C) C) C. Free None 90 2 C WBL WBT WBR a NEL NBT NBR 4 0 0 0 0 0 0 0 0 0 Step Stop Stop None 0 0 Free Ma 90 0 4 41 5 41 5 0 0 Free Free - None 0 90 3 46 90 2 6 • 90 2 0 Mnori 0 0 90 2 90 2 0 a_ BEL Cort1,thing Flow NI Stage 1 Stage 2 Critical Hdwy Critical H&.vy Sag 1 Critical Hda'y Sig 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 APPS 51 4.12 - 2.218 1555 1555 EH • aft 44 0 4.12 2.218 1564 1564 0 e s - 101 104 44 53 53 48 51 7.12 6.52 622 6.12 5.52 - 6.12 552 3.518 4.018 3.318 880 786 1026'i 960 851 - 965 852 - 11- 874 784 1026 874 784 957 848 961 852 - NB 5 5, 0 Stop SBT SB R r 0 4 0 4 0 0 Stop Stop - None - 100 0 0 90 90 2 2 2 6 0 4 90 101 101 48 48 48 53 53 7.12 5.52 622 612 5.52 612 5.52 3.518 4.018 3.818 860 789 1021 965 855 960 851 - 878 787 1021 879 787 962 855 957 848 SB HCM Control Delay. s HCM LOS 0.7 0 0 A Minor LanMbior Merit NBLn1. ESL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity NAM) HCM Lane ViC Ram Had Corgi Delay (s) HCM Lane LOS HCM 951h Wile Q(veh) - 1555 izacca o 73 0 A A A 0 - 1564 - - 878 1021 - 0.006 [LOU • 0 - 91 8.5 A - A 0 0 0 A 8.8 A Baseline Ke:'lar En; rieering Synchro 9 Report Bonilla Event Center TIS Page 20 2017 Short Range Total PM Peak Hour Traffic 3: CR 22 & Site Access 7/412016 Int Delay, sylvan Lane Configurations Traffic Vot, vehiln Future Vol, veh,h Conflicting Peds, ##hr Sign Control T Channelized Storage Length Veh in Median Storage, Grade, Peak Hour Factor Heavy Vehicles, % Mvmt Fir 2.1 EBB. EST EBR WBL WBT WBR 8 8 0 Free 90 2 9 IMPS Magri Conflicting Flow Al Stage 1 Stage 2 4 38 0 38 0 0 0 Free Free -Nne 0 0 90 3 42 64 0 Critical Hwy 4.12 Critical Hry Stg 1 Critical Fldwy Stg 2 Fotow-up Hdwy 2.218 Pot Cap -1 Maneuver 1538 Stage 1 V Stage 2 PIatDon b;ocked % IVIov Cap -1 Maneuver 1538 Mov Cap -2 Maneuver Stage 1 Stage 2 Ms a 90 2 0 a 0 0 0 Free 90 2 0 Mr2 49 4.12 2.218 1567 1567 4. 48 10 48 10 0 0 Free Free - None 0 0 90 3 53 Li a 90 2 11 0 O W NBL NBT NBR 2 2 0 Stop r 90 2 2 Minor1 44 0 0 0 Stop 0 0 90 2 0 0 0 Stop None 90 2 0 119 124 42 60 60 59 64 7.12 6.52 622 612 5 52 '6.12 5.52 - 3.518 4 018 3.318 857 766 1029 951 845 953 842 845 761 1029 845 761 945 840 944 842 SBL SBT SEAR 4' r 11 0 9 11 0 9 0 0 0 Stop Stop Stop ▪ None - 100 0 0 90 90 2 2 0 10 90 2 12 arc 119 119 59 59 59 60 60 7.12 5.52 5.12 5.52 6.12 5.52 -. 3.518 4.018 3.318 857 771 1007 953 846 - 951 845 853 853 947 945 6.22 766 1007 766 846 840 Approach EB VVB NB SB HCM Control Delay: s 13 0 9.3 9 HOM LOS Itmor Lane/Major Mvmt Capacity ('vehm) HCM Lane VIC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C veh) A NBL ri1 EBL ERT EBR WBL. WBT WBR SULn 1 SBLn2 845 1538 0.003 9.3 0 ANNA 7.4 A. 0 - 1567 0 A 0 - 853 1007 - 4.014 0.41 9.3 8.6 A A. 0 0 Baseline Kellar Engineering Syrcnro 9 Report Bonilla Event Center TIS Page 21 2017 Short Range Total AM Peak Hour Traffic CR 22 4- 4Q* U) 0) 8 C co R5 '4-Q 1 Ar0 ticticg CR22 Bonilla Event Center TM Page 22 2017 Short Ranae Total PM Peak Hour Traffic r FE CR 22 8-' 38-p- 0-‘44 -48 rO I tct CR 22 Bonilla Event Center TIS Page 23 Appendix C: Level of Service (LOS) Table Level of Service Definitions Level of Service Signalized Intersection Unsignalized Intersection (LOS) Average Total Delay Average Total Delay (sec/ix/eh) (sec/veh) A ≤10 5 1 B >ldand≤20 >10 and ≤15 C > 24 and ≤ 35 > 15 and ≤ 25 D >35and≤55 >25and≤35 E , >55and≤80 >35and ≤50 F >8Q >50 Bonilla Event Center TIS Page 24 Appendix D: Aerial Image (Google Earth) Bonilla Event Center TIS Page 25 Preliminary Drainage Report For Bonilla Event Center and Horse Arena USR # XX-XXXX NE 'A of Section 10, Township 2N, Range 65W of the 6th P.M. AGPROtessionais DEVELOPERS OF AGRICULTURE AGPROfessionals 3050 67th Avenue, Suite 200 Greeley, CO 80634 (970) 535-9318 7/14/2016 Bonilla Event Center and Horse Arena Table of Contents Table of Contents Certifications...; 3 General Site Information �. 1. Location. 2. Description of Property Drainage Basin and Sub -Basins 1. Major Basin Description . 5 2. Sub -Basin escription .3**,... .. Drainage Design Criteria 1. Development Criteria.................................+ 2. Hydrological Criteria 3. Hydraulic Criteria Drainage Facility Design g 1. General Concept 2. Specific Details . Conclusions 8 8 10 1. Compliance with Weld County Code 10 2. Drainage Concept f. 10 List of References 11 Appendices 1i Bonilla Event Center and Horse Arena Certifications I hereby certify that this report for the drainage design of Bonilla Event Center and Horse Arena was prepared under my direct supervision in accordance with the provisions of Weld County storm drainage criteria for the owners thereof. a e 0 4 a S 8 C S a cc - C S a 0 Oct em. 444 ate 0 Chad Te Velde, P.E. AGPROfessionals, LLC 7/14/201 Preliminary Drainage Report Pap oil _ 1 _ AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 * 970-535-9318 * www,a ros.eon Bonilla Event Center and Horse Arena General Site Information 1. Location The proposed site is located in part of the Northeast of Section 10, Township 2 North, Range 65 West of the 6th PM. The facility will be constructed on a 15 -acre parcel developing approximately 9 of those 15 acres. The property is bordered to the south by Weld County Road (WCR) 22, to the east by WCR 49, to the north by WCR 46, and to the west by WCR 43. No other roadways are located within or adjacent to the roadway. The proposed site is bordered on the south by an irrigation ditch, the Neres Canal. Surrounding developments include City of Fort Lupton and Town of Platteville. 2. Description of Property The site to be developed is approximately 9 acres of a 15 -acre parcel. The site is currently dryland agricultural land. The property has existing oil and gas structures just south of the proposed site location (see vicinity map in Appendix A). There are two different types of soil: Nunn loamy sand (0% to 3% slopes) and Vona loamy sand (3% to 5% slopes). The majority of the soil is well drained, hydrologic soil group A (see USDA-NRCS soil report in Appendix A). Cannon Land Company is the owner of the property adjacent and downstream to the proposed event center and horse arena on the northern boundary. Thomas and Sarah Francis Living Trust owns the parcel south, Sandra Lea Van Portfliet owns the parcel west, and Julius L. Palyo owns the parcel east of the site, which are all up gradient from the proposed property topography. There are no major open channels within or adjacent to the proposed property. Farmers Reservoir Irrigation Company is the owner of the Neres Canal. The water source for this irrigation ditch is the South Platte River. This project is proposing to construct an event center and horse arena on land that has previously been used as agricultural dryland. 7/14/2016 Preliminary Drainage Report age 4 of 11 AGPROfessionals, 3050 67th Avenue, suite 200, Greeley CO 80634 * 970-535-9318 * www.agpros.eom Bonilla Event Center and Horse Arena Drainage Basin and Sub-Basi s 1. Major Basin escription The proposed site is located in rural Weld County and is surrounded by undeveloped, agricultural land. A Master Flan for the site area is not currently available. The proposed site was only considered as one major basin for this drainage report. Historically, the basin drainage flows predominantly towards the east, northeast direction and ultimately flows towards Milton Reservoir. Contours of the project location and the surrounding properties are shown on the vicinity map and site plan in Appendix A. The proposed site is located within FEMA panel 08123 C 19 0E, which, has not yet been mapped. Since there are no major bodies of water or rivers located within or adjacent to the property, the proposed site is not considered a high risk area for floods. Potential off -site flows from the east, west and south of the proposed property are intercepted by irrigation ditches. Therefore, an increase in runoff is not expected. 2. Sub -Basin Description The site was split into two sub -basins dividing the north half and the south half of the site. This was done to allow for design of the proposed culverts at the two inlets to the proposed detention pond. The north subbasin contains the existing horse arena and the north half of the proposed event center. The south subbasin contains the south half of the proposed event center. 7/14/2016 Preliminary Drainage Report Page 5 of 11 AGPROfessionals, 3050 67`x' Avenue, suite 200, Greeley CO 80634 * 970-535-9318 * www.agpros.com Bonilla Event Center and Horse Arena Drainage Design Criteria 1. Development Criteria This proposed drainage design was developed using the criteria set forth in the Urban Storm Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 and the Weld County Engineering and Construction Criteria (WCECC) manual. 2. Hydrological Criteria From NOAA. Atlas 14 Fort Lupton 2SE precipitation station, the estimated rainfall from the 10 year, 1 hour storm event is 1.38 inches and the 100 year, 1 hour storm is 2.63 inches (see Appendix A). These values were used for runoff calculations and to create storm hydrographs. Percentage of imperviousness was determined using the recommended values from UDFCD and WCECC. A percentage of imperviousness of 2% was used for the historic site. The overall percentage of imperviousness for the proposed site was determined to be approximately 40% (see Appendix A). The percentage of imperviousness for each subbasin was also calculated in order to determine runoff flowrates into the proposed culverts. Using these design storms and the Urban Drainage FloodControl District (UDFCD) Detention Basin spreadsheet, the runoff volumes and flowrates were estimated using the Modified FAA method. Peak runoff flowrates were calculated for the historic site and the proposed site and are shown in Table 1 below. Peak runoff flowrates were calculated using the time of concentration, runoff coefficients, and the precipitation depths in the UDFCD spreadsheet (see Appendix A). Table 1: Peak Runoff Flowrates Peak. Runoff 10 Year Peak 100 Year Peak Flowrate (cfs) Flowrate (cfs) Historic Site 2.09 12.50 Proposed Site 8.95 23.30 cfs = cubic feet per second Required detention volume for the 100 year, 1 hour storm event is 0.8 acre feet (see Appendix A). The proposed detention pond is designed to release at the 10 year, 1 hour historic peak flowrate of 2.09 cubic feet per second (cfs). 7/14/2016 resin -unary uratriage Report AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 * 970-535-9318 * wurw.agpros.com ageoo Bonilla Event Center and Horse Arena 3. Hydraulic Criteria Drainage swales and a drainage channel are proposed to convey stormwater runoff towards the detention pond. Drainage swales were sized to the 10 -year, 1 hour design storm per the WCECC and Weld County Code for commercial buildings using Manning's Equation. Peak runoff flowrates for each subbasin were calculated using the UDFCD spreadsheets for each subbasin area and percent imperviousness. A manning's n of 0.035 was used in calculations for a grass lined channel and swales. The swales have a 3:1 side slope and a triangular cross section. Calculations for the channel capacities are shown in Appendix B. Culverts were sized for the 10 -year, 1 hour design storm per the WCECC and the Weld County Code for commercial buildings using the UDFCD Culvert spreadsheet. A manning's n of 0.013 was used in calculations for a concrete pipe. Minimum slopes of 0.3% were used in the design and rip rap sizes were determined using the UDFCD Culvert spreadsheet (see Appendix B). The headwater to diameter ratio is less than one for the 10 -year design storm for each culvert. A summary of the culvert slopes, types and sizes is shown in Table 2. Table 2: Proposed Culvert Summa Culvert Diameter Slope (%) Capacity Design (cfs) Type (inches) North Inlet Culvert 18 1.0 5.96 Reinforced Concrete South Inlet Culvert 15 0.7 4.08 Reinforced Concrete Pond Outlet Culvert 12 0.5 2.09 Reinforced Concrete % = percentage cfs = cubic feet per second • The proposed detention pond is designed to have a single stage outlet structure with a 12 inch reinforced concrete outlet pipe. Outlet structure, orifice plates, culvert and spillway design calculations are shown in Appendix B. The water quality capture volume (WQCV), minor storm and major storm water surface elevations are shown in Table 3 along with the calculated volumes. A stage storage curve is shown in Appendix B. The proposed detention pond is designed to contain the 0.8 acre-feet at the 100 year water surface elevation with an additional 2 feet of freeboard. Table 3: Proposed Pond Summa Proposed Pond Summary Elevation (feet) Volume (acre-feet) _ WQCV Elevation 4861.0 0.16 10 -Year Water Surface Elevation 4861.0 0.20 100 -Year Water Surface Elevation 4862.0 0.80 Spillway Weir Crest Elevation r 1 4863.5 Not Applicable 7/14/2016 Preliminary Drainage Report AGPROfessionals, 3050 67`h Avenue, Suite 200, Greeley CO 80634 * 970-535-9318 * www.agpros.com age o Bonilla Event Center and Horse Arena Drainage Facility Design 1. General Concept A detention pond is proposed on the east side of the property. Runoff from the 10 year storm event should flow towards proposed channels on the north and south sides of the property and should be conveyed to the proposed pond through proposed culverts on the north and south ends of the pond. The pond is designed to release at the historic, 10 year flowrate and should eventually flow towards Milton Reservoir. The site should continue to drain and discharge stormwater in the same general location. Historic and proposed drainage basin maps are shown in Appendix C. 2. Specific Details Maintenance accesses will be located on the south and west property boundaries. Both accesses are additionally the primary accesses onto the property, and will thus serve a dual purpose. A. Scheduled maintenance Scheduled maintenance will occur during daylight, week day hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and area around the pond on a monthly basis during the growing season and as needed during thecooler months. • The outfall structure from the pond and other areas will be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris will be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash will be removed from around the pond to prevent entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance need. B. Periodic or Non -Scheduled Maintenance Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structures should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reached a level that allows excessive aquatic growth or reduces '7/14/2016 Preliminary Drainage Report Page 8 of 11 AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley Co 80634 * 970-535-9318 * www.agpros.com Bonilla Event Center and Horse Arena the pond efficiency such that the sediments are passing the discharge structure and release off site. • Stabilization or re -grading of side slopes may be required periodically or after excessive rain events. Any disturbance of slopes should be reseeded or may require installation of erosion control materials until seeding can reestablish adequate grasses to prevent future erosion. • Any other maintenance or repairs which would minimize other maintenance to the pond or outfall structure. If the pond is significantly impaired such that the pond is incapable of properly functioning to meet Weld County stormwater discharge requirements, the owner should notify Weld County for assistance. 7/14/2016 reliminary Drainage 4r{ Page 9 of 11 AGPROfessionals, 3050 67th Avenue, Suite 200,, Greeley CO 80634 * 970-535-9318 * www.agpros.eom Bonilla Event Center and Horse Arena Conclusions 1. Compliance with Weld County Code The drainage design of the Bonilla Event Center and Horse Arena is consistent with the Weld County Drainage Criteria and Weld County Code. 2. Drainage Concept Historical flow patterns and run-off amounts should be maintained in such a manner that should reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm event. The drainage design included in this report should be effective in controlling damage from storm runoff by detaining the 100 year storm event and releasing at the 10 year historic peak flowrate. No irrigation companies or property owners should be affected by the proposed development. Master Drainage recommendations are not available in the area of this project. If a Master Plan is developed for this area, the design allows for flexibility and potential for allowing additional flows through the detention area with upgrades to the outlet bo.x or utilizing infiltration. 7714/2016 PreliminaryDrainage ep©rt age AGPRofessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 * 970-535-9318 * www.agpros.com Bonilla Event Center and Horse Arena List of References Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA Flood Map Service Center. <https://insc.fema.gov/portal>. United States Department of Agriculture - Natural Resources Conservation Service. Hydraulics Formula. Cornputer software. Engineering Software. Vers. 2.2.1. USDA - NRCS. <http://www.nres.usda.. gov/wps/portal/nres/detail/ohltechnicallengineering '` cid=nres 144 p2_029573>. United States Department of Agriculture - Natural Resources Conservation Service. "Web Soil Survey." Web Soil Survey. USDA -- NRCS, 2006. <http://websoilsurvey.sc.egov.usda.gov/App/Web oil Survey.aspx>. Urban Drainage and Flood Control District. Culvert Hydraulics. Computer software. Software. Vers. 3.04. <http://udfcd.org/software>. Urban Drainage and Flood Control District. Detention Basin Volume Estimating Workbook. Computer software. Software. Vers. 2.35. <http://udfcd.org/soflware>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volume 3." USDOv :• Volume 3 Stormwater Quality. UDFCD, Nov. 2010. <http ://udfcd. org/volume-three>. 7/14/2016 reiuninary urawage Report age 11 of 11 AGPROfessionals, 3050 67th Avenue, Suite 200, Greeley CO 80634 * 970-535-9318 * vwww.agpros_com Bonilla Event Center and Horse Arena _ Appendices A. Hydrologic Computations A.1. Vicinity Map and Site Plan A.2. USDA -MRCS Soil Report A.3. NOAA Atlas 14 Rainfall Maps A.4. Percentage of Imperviousness A.5. UDFCD Runoff Calculations B. Hydraulic Computations B.1. UDFCD Culvert Calculations B.2. USDA -MRCS Channel Calculations B.3. UDFCD Rip Rap Calculations B.4. UDFCD Stage Storage B.5. UDFCD Orifice Plate, Spillway and Pond Outlet Calculations C. 24 x 36 Maps C. 1 . Historic Drainage Basin Map C.2. Grading and Drainage Plan C.3. Erosion Control Plan CA. Erosion Control Details Bonilla Event Center and Horse Arena APPENDIX A Hydrologic Computations r yea .. teigti c''_; ('7._^) :Yr2. • 2Lr.±i fi£S (.12!) 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C; 'r f •J U. � " J 7 V T ill LC n, Li{ IX `y I1. U O 4) n CI 4 j / f / 7/ • • It 0 N • y / Ir 1 II 1 1 1 3 AI ` N -7— I ei z f etc I—i LT En - V ..R z ›mi p1 E z U t L USDA united States Department of Agriculture MRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part Bonilla Event Center and Horse Arena Soil Report June 10, 2016 Preface Soil surveys contain information that affects land use planning highlight soil limitations that affect various p ing in survey areas. They land uses and provide information about the properties of the soils in the survey areas. Soil surveys different users, includin ferrrMers are designed for many ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.yens. Also, conservationists, teachers, students and pollution control students, specialists in recreation, waste disposal, can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local special restrictions on land use or land treatment. may impose Batmen#. Soil surveys identify soil properties that are used in making various land use or land treatment • . is intended to help the land users decisions. The information identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying with existing laws and regulations.p and complying Although soil survey information can be used for general planning, onsite investigation is needed farm, local, and wider area 9 to supplement this information in some cases. Examples include soil quality assessments (htt://www. nr r�res�'rnainlsolsl � p cs_usda.govlwvps/portal/ health/} and certain conservation and engineering applications. more detailed information, contactyour local USDA pp s. For Service Center (hftp:// offices. sc.egov. usda.govilacatorlapp' agency res oryour NRCS (hftp://www.nrcs.usdagoviwpsiportalinrcsidetailkoilskontactusi? n } RCS State Soil p res.usda.govfwpslportallnresidetail/soils/cont , cid=nres142p2`053951). actusl. Great differences in soil properties can occur within short flooding. distances. Some soils are seasonally wet or subject to ooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are tank absorption fields. A high poorly suited to use as septic g water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of th of agriculture and other Fed J e United States Departmenteral agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources . Service (NRCS) has leadership for the Conservation Survey. Federal part of the National Cooperative Soil Y Information about soils is updated periodically. Updated through the NRCS Web Soil y p information is available Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination and activities on the basis of r in all its programs ace, color, national origin, age, disability, and where applicable, sex, marital status, familial status,parental status, religion, orientation, genetic information, • � religion, sexual individual's political beliefs, reprisal, or because all or a part of an income is derived from any public assistance program. prohibited bases apply to all programs.) Persons p g (Not all prohibited with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA. is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are blade5 Soil Map 7 Soil Map 8 Legend 9 Map Unit Legend ., 10 Map Unit Descriptions 10 Weld County, Colorado, Southern Part 12 4—Aquolls and Aquepts, flooded 12 43 Nunn loamy sand, 0 to 1 percent slopes 13 72 Vona loamy sand, 0 to 3 percent slopes 15 References 17 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the sods in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil - landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in 'most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 t 0 a a) a) a 4A as .5 0 E 417) C MAP INFORMATION MAP LEGEND were mapped at 1:24,000. The soil surveys that comprise your AO co .0. 41? al) 76 V) 03 :a co 2 C C 13 1g a`40 05 5 0 C 8 tea w.. 4/3 L 0 wo o al C a co a C5TO 12 — , E to a se al oc 0, 0 Ca C to 0 3 Rai 0 03 E E 0 EC tea) mel E E co r U vs - • rt. w E 4.0 I Go 0 t1) ro C t a co • t� Q 2 G Very Stony Spot to Soil Map Unit Polygons rj k co `.- it) C t D 2 0 Soil Map Unit Points Special Line Features • 4 Special Point Features Water Features �U E U) 11.5 a) c a E U r U) c? 4) Ia C a To of c 1- .0 co u co as a} a) E Streams and Canals a Transportation C V L c, La a co .— a) 0. 2 e tl? 2 Po ° C c r cal 0. CO nterstate Highways Closed Depression cn • N '— 12 LI) 0 r 2 () .0 cia CO 03 0 CL co CD en C as a) 8 0 cu z of ' CO 0 CT .0 e 2 = a 0 v 4a o 0 co co c 0. co co N ' (5 1 7' CO Ed ° Q a) co as awn c Major Roads 0 41) a. 0 O to co 0 Y 0 1.4 J V C 2 iI, co co J Ct. 5 EL Marsh or swamp 0 03 4U re a, as c,) z a CO 4, il -45 0 si CO 0 CD igt) 'D c CO t M tic Mine or Quarry aneous Water 8 2 co 0 0) 5 o (1 4a 004 0 c 'd` C C O .0 1.12 agr Perennial Water C O U5 0 E - nz CO 07 I.ED 2 L to E 2 o - 0 a 4 GI re U) CO 4 0 e Mar 16,2012—Apr13, Severely Eroded Spot ill O Co c C 3 C D c Qr� 03 E r O E Do a 2 E •S Zs co v sit o �n o 0 C -u C .C N 143 Erzy -0 60 MX) ,C 'C c C E Ear E 8.- c� U) •01, 1 Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres In A01 Percent of Aol 4 Aquolls and Aquepts, flooded 0.3 43 Nunn loamy sand, 4 to 1 percent 5.1 slopes 1.7% 27.5% 72 Vona loamy sand, 0 to 3 percent 13.1 slopes Totals for Area of Interest 18.5 70.8% 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by, a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar useand management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities, Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Weld County, Colorado, Southern Part 4—Aquolls and Aquepts, flooded Map Unit Setting National map unit symbol: 3621 Elevation: 3,600 to 4,700 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 50 to 55 degrees F Frost -free period: 100 to 165 days Farmland classification: Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Map Unit Composition Aquolls and similar soils: 55 percent Aquepts, flooded, and similar soils: 25 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Aquolls Setting Landform: Depressions, drainageways, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile H-1 - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 6.00 in/hr) Depth to water table: About 6 to 36 inches Frequency of flooding: Frequent Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Moderately saline to strongly saline (8.0 to 16.0 mmhoslcm) Sodium adsorption ratio, maximum in profile: 5.0 Available water storage in profile: Low (about 4.7 inches) interpretive groups Land capability classification (irrigated): 6w Land capability classification (non irrigated): 6w Hydrologic Soil Group: D Ecological site: Salt Meadow (R067BY035CO) 12 Custom Soil Resource Report Description of Aquepts, Flooded Setting Landform: Stream terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile HI - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat) (0.06 to 6.00 inlhr) Depth to water table: About 6 to 36 inches Frequency of flooding: Frequent Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent salinity, maximum in profile: Moderately saline to strong' mm has/cm) sodium adsorption ratio, maximum in profile: 5.0 Available water storage in profile: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: D Ecological site: Wet Meadow (R067BY036co) Minor Components Thedalund Percent of map unit: Haverson Percent of map unit: 10 percent 10 percent 43 Nunn loamy sand, 0 to 1 percent slopes l'� Map Unit Setting National map unit symbol: 2tI of Elevation: 3,820 to 4,890 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 135 to 165 days 13 Moderately low to high y saline (8.0 to 16,0 Custom Soil Resource Report Farmland classification: Farmland of statewide importance Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Nunn Setting Landforrr: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Pleistocene aged alluvium derived from igneous, metamorphic and sedimentary rock and/or mixed eolian deposits Typical profile Ap - 0 to 6 inches: loamy sand Bt1 - 6 to 10 inches: clay loam Bt2 - 10 to 26 inches: clay loam Btk - 26 to 31 inches: clay loam Bkl - 81 to 47 inches: loam Bk2 - 47 to 80 inches: loam Properties and qualities Slope: 0 to 1 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 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 7 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0,1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: Moderate (about 8.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4s Hydrologic Soil Group: C Ecological site: Sandy Plains (R067BY024CO) Minor Components Fort Collins Percent of map unit: 12 percent Landfomi: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) 14 Custom Soil Resource Report Haverson, rarely flooded Percent of map unit: 3 percent Landform: Terraces, drainageways Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear, concave Ecological site: Overflow (RO67BY036CO) 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile Hal - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (sat): High (1.98 to 6.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) 15 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Remmit it Percent of map unit: 'talent Percent of map unit: 10 percent 5 percent References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM), 2005. Standard classification of soils for engineering purposes. ASTM Standard O2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, OW, and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual, Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http:f/vwww.nres. usda.govfwpslportal/nres/ deta i llnationa llsoiisl?cid=n res 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.goviwps/portali nresldetail/national/soilsl'?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:lfwww.nres.usda.govlwpsl portalfnres/detail!national!soils/2cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory, 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.ares.usda.g©vlwpslportalfnres/detaillsoils/ homel?c id = n res 142p2_053 374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gOv/wpsfportallnresl detail/national/landuselrangepasture/?cid=stelprdbl 043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://w u^w;nres.usda.goviwps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wpsfportallnres/detail/nationalisoilsl7 cid= nres 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres 142p2_052290.pdf 18 NOAA Atlas 14, Volume 8, Version 2 FT LIPTON 2 SE Station ID: 05-3027 Location name: Fort Lupton, Colorado, US* Latitude: 40.0667°, Longitude: -104.7833° Elevation: Elevation (station metadata): 5023 fr *source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Paviovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonniri NOAA, National Mather Service, Silver Spring, Maryland PF_tabular I PF graphical f Mans & aerials PE tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration 5 -min 10 -min 15 -min 30-m in 2 -hr 3 -hr F 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day 1 0.232 (0.179-0.301) 0.339 (0.262-0.440) 0,414 (0.319-0.537) 0.563 (0.434-0.731) 0.688 (0.530-0.893) 0.812 (0.633.1.04) 0.880 (0.690-1.12) 1.04 (0.825-1.31) 1.28 (1.02-1.59) 1.52 (1.23-1.87) 1.72 (1.41-2.09) 1,88 (1.55-2.27) 2.01 (1.66-2.41) 2.30 (1.9►2.2.74) 2.66 (2.14-3.02) 2 0.282 (0.217-0.366) 0.413 (0.318-0.537) 0.604 (0.388-0.654) 3.26 (2/7-3.81) 3.82 (3.26-4.43) 4.49 (3.87-5.18) 5.04 (4.36-5.78) 0.682 (0.525-0.886) 0.831 (0.640-1,08) 0.979 (0.762-1.26) 1.06 (0.827-1.35) 1.23 (0.974-1.55) 149 (1.19-1.85) 1.79 (1.45-2.20) 0,379 (0.291-0.493) 0.554 (0.425-0.722)' 0.676 (0.519-0.880) 0.911 1(0.699-1.19) 1.11 (0.851-1.44) Average recurrence interval (years) 10 0.472 (0.360-0.616) • 0.691 (0.527-0.903) ° 1,40 (1.09-1.79) 1.61 (1.27-2.03) 1.89 (1.51-2.37) 2.28 (1.83-2.81) 2-09 (1.71-2.54) 2.25 (1.85-2.72) 2.38 (1.96-2.86) 2.68 (2.24-3.20) 2.95 (2.48-3.50) 3.72 (3.16-4.35) 4.35 (3.71-5.05) 5.13 (4.41-5,91) 5.78 (5.00-6.63) 2,71 (2.20-3.30) 2.88 (2.36-3.49) 3.00 (2.47-3.62) 3.33 (2.77-3.98) 3.63 (3.03-4.30) 449 (3.79-5.26) 6.21 (4.44-6.06) 6.15 (5.27-7.10) 6.96 (6,00-8.00) 0.842 (0.643-1.10) 1.13 (0.865-1.48) 1.38 (1.05-1.80) 1.63 (1.26-2.10) 1.76 (1.36-2.24) 1.98 (1.55-2.51) 2,29 (1.81-2.87) 2.73 (2.19-3.38) 313 (2.62-3.96) 3.42 (2.79-4.16) 3.54 (2.90-4.28) 3.88 (3.21-4.65) 4.20 (3.49-5.00) 5.12 (4.31-6.02) 5.92 (5.01-6.91) 6.98 (5.95.8.09) 7.91 (6.78-9.12) 26 0.619 (0.467-0.860) 0.907 (0.684-1.26) 1.11 (0.834-1.53) 1.49 (1.12-2.07) 1,82 (1.37-2.53) 215 (1.64-2.96) 2.30 (1.77-3.15) 2.58 (2.01-3.48) 2.92 (2.29-3.88) 3.41 (2.68-4.41) 3.99 (3.14-5.04) 4.18 (3.31-5.25) 4.30 (3.43-5.37) 4.67 (3.75-5.76) 5.01 (4.04-6.13) 6.00 (4.89-7.22) 6.89 (5.65-8.21) 8.10 (6.67-9.55) 9.18 (7.58-10.8) 50 100 0.748 (0.548-1.04) 1.10 (0.802-1.53) 1.34 (0.978-1.86) 1.80 (1.32-2.51) 2.20 (1.61-3.08) 2.61 (1.93-3.60) 2.80 (2.09.3.84) 3.12 (2.35.4.22) 3.48 (2.65-4.64) 3.98 (3.05-5.20) 4.58 (3.53-5.86) 4.79 (3.71-6.07) 0.891 (0.630-1.27) 1,30 (0923-1.88) 1.59 (1.13-2.26) - - 2.14 (1.52-3.05) 2.63 (1.86-3.75) 3.12 (2.24-4A0) 3.36 (2.41-4.68) 4.92 (3.83-6.20) 5..29 (4.16-6.59) 5.65 (4.46.-6.98) 6.69 (5.34.8.13) 7.64 (6.13-9.20) 8.93 (7.21-10.7) 10.1 (8.20-12.0) 331 (2.71-5.13) 4.10 (3.01-5.57) 4,60 (3.41-6.13) 5.20 (3.88-6.78) 542 (4.06-7.00) 6.55 (4.18-7.13) 200 1.05 (0.713-1.53) 1.54 (1.04-2.24) 1.87 (1.27-2,73) 2.53 (1.72-3.68) 500 1.28 (0.836-1.91) 1.87 (1.22-2.79) 2.28 (1.49-3.40) 3.09 (2,02-4,60) 3.11 (2.12-4.54) 3,61 (2.50-5.69) 3.70 (2.54-5.33) 3.97 (2.75-5.67) 4.38 (3.07-6.18) 5.93 (4.51.7.54) 6.30 (4.82-7.93) 7,38 (5.70-9.14) 8.37 (6.51.10.3) 9.76 (7.63-11.9) 11.0 (8.65-13.3) 4.79 (3.38-6.64) 6.27 (3.76-7.18) 6.84 (4.19-7.79) 6.06 (4.37-8.01) 621 (4.50-8.15) 6.60 (4.83-8.57) 6.97 (5.13-8.97) , _ 8.08 (6.01-10.2) 9.12 (6.82-11,4) 10.6 (7.96-13.1) • 11.9 (9.00-14.7) 4.54 (3.00-6.68) 4.87 (3.25-7.12) 5.37 (3.62-7.73) 5.79 (3.94-8.21) 6.23 (4.28-8.67) 6.72 (4.64-9.16) 6.95 (4.83-9.39) 7.11 (4.97-9,55) 7.51 (5.30-9.97) 7,88 (5.59-10.4) 9.01 (6.46-11.7) 10.1 (7.28-12.9) 11.6 (8.44-14.7) 13.0 (9.50-16.4) 1000 1.47 (0.930-2.19) 2.15 (1.36-3.21) 2.62 (1.66.3.91) 3.66 (2.25-5.30) 4.39 (2.78-6.55) 5/4 (3,35-7.71) 5.63 (3.62-8.21) 6.19 (4.03-8.90) 6.62 (4.36-9.40) 7.01 (4.67-9.80) 7.41 (4.99-10.2) 7.63 (5.18-10.4) 7.81 (5.32-10.6) 822 (5.66-11.0) 8.69 (5.94-11.4) 9.72 (6.81-12.7) 10.8 (7.63-14.0) 12.4 (8,80-15.9) 13,8 (9.88-17.7) 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 probablity that precipitation frequency estimates (for a given duration and average recurrence interval) w4 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 Too PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 40.0667c, Longitude: -104'.7833c Precipitation depth (in) 14 10 • I a 1 4 • 1 a a • • • 1 r • 14. 1 s a a a t • a i a a a a • C x� NIOAA Attar 14r Volume 8, Version 2 1 4 4 s 1 a b • • a • a • • a • .s,_• • C 0 I • • t • • t' • a • • a • • a a Y l h a 1 1 i a 1 a CN Duration r a a a a a 1 a - a a T J. 1 6 6 La 6 NI Ft') 41- IC 5 10 25 50 100 200 500 1000 Average recurrence interval (years) Created (GMT}, Thu Jun 30 22.27.30 2016 Back to TOP Maps & aerials Mediciti Bow r'acuonnf tprest Small scale terrain Laramie 0 . _ --Loveland alit,.':>t4. ►"�� ._ . _ ; Greeley Pa wnee National Grassland �s i Sdney 0 a Sterling Average recurrenc. interval (years) aaaaaawaa� I 2 5 10 25 50 100 20O 500 1O0O Duration -yin 0 - min I r in 16 -mm — 30 —min 60 -min 2 -hr 34 6 -hr 12 -hr 24 -hr 2 -days 3 -day 4 -day 7 -day, 10 -day 20 -day 30 -day 45 -day 6G -day Ogallala a I� • .V it1• ,P r'�4.._ J . x.1;'4 aIder sets r a . T "i b ,w rho '� �- r of • ; :.L { 1 rarivn or std` �t t: },Denser t .7 j 7 f +l :;:le- .77,41113:111::::::8- Q i :• J t? J. Y 1 *`/ha atronal FI re '•7''':( el , tie, r S • ,1 r' rjr .b .,y ri f ..d 1 f _-• .7"14 `$/ fl as r' Viraszrritis pII O g'e % I ED t E s �t a .:d et risisabei ti o ra tore t 1.,, At 4.511.3 'Salida' .' = , Y' O '4'4 �' �f'aann_rila, _ Aurora • ei•1 a, 1N Fort Lupton hit -fit i 4 k "� 9 }'1 Colorado Springs as ..O itua 50 km Large scale terrain 16 r M co Ui F iE P.:•;7 2km Eli i1 Large scale map 16 Fart Lupton 1st St C PIP L"1 rr fa 2km IL 74 r Lar e scale aerial 12 Map Report a map error Platte Valley Ai 1.4 Et 10 Map Report a map error 17 71 Platte- Valley Al C 10 Map Report a map error Back to ToD 2 km '7Imagery (_Report a mag'ertr US Department of Commerce National Oceanic and Atmospheric Administration National 'Weather Service National %%ter Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions noaa.aov Disclaimer AGPROfessjonais DEVELOPERS OF AGRICULTURE Project Number: 1242-02 Date: 7/6/16 5:20 PM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535=9318 www.agpros.com Designed By: Agprofessionals Checked By: CT1l Sheet: 1 of 1 Subject: Impervious Area Calculation Weld County = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table RO-3 % Impervious Total RI Ft Acres Impervious Roofs 90% 0.38 18,269 Drive and Walk 90% 4,111 0.08 Recycled Asphalt 75% 149,769 i 238 ,Greenbelts 2% 146,148 ; 0.07 ' Greenbelts 2% 15,429 0.01 None 0% 0 0.00 None 0% 0.00 None 0% 0.00 None 0% I 0,00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0,00 None 0% 0.00 None 0% 0.00 None 0% O00 333,726 Square Feet Acres Total Impervious Acres 135,700 3.12 Total Development Acres 374.444( 9.00 , _ I 3.12 1 Development %l Actual Design Impervious Design Use 36% 40% AGP.ROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1242-02 Date: 7/14/16 9:26 All 3050 67th Avenue, Suite 200 Greeley, Co 80634 Telephone (970) 535-9318 www.agpros.com Designed By: Agprofessionals Checked By: CTV Sheet: 1 of 1 Subject: Impervious Area Calculation - N Basin Weld County _ User Entry Solving for the Percent Impervious (1): Description per UDFCD Table RO-3 % Impervious Total SgFt Acres Impervious Roofs 90% 0.19 9,135 Drive and Walk 90% 2,056 0.04 Recycled Asphalt 75% 99,300 1.71 Greenbelts 2% 127,107 0.06 Greenbelts 2% 7,715 0.00 None 0% 0 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None , 0% , 0.00 None 0% 0.00 None 0% 0.00 None None 0% 0% I c r 0.00 0.00 Square Feet Total Total Impervious Development Acres Acres 1 87,242 245,312 I 2.00 6.00 245,312 Acres 2.00 Development �� I Actual Design Impervious Design Use 36% 40% AGPROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1242-02 Date: 7/14/16 9:27 AM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agforos.corn Designed By; Agprofessionals Sheet: 1 of 1 Checked By: CTV Subject: Impervious Area Calculation - S Basin Weld County = User Entry Solvingjor the Percent Impervious (I): Description per UDFCD Table RO-3 % Impervious Total SgFt Acres Impervious Roofs Drive Recycled Greenbelts Greenbelts None None None None None None None None None None None and Walk Asphalt I 90% 90% 75% 2% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 9,135 2,056 50,469 19,041 7,715 0 k 0.19 0.04 0.87 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Square Fee 88,414 Acr Total Total Impervious Acres Development Acres 48,458 88,414 1.11 3.00 Development %l Actual Design Impervious Design Use i _ DETENTION VOLUME BY THE MODIFIED FAA METHOD i Project: Bonilla Event Center and Horse Arena Basin tD: 10 Year Historic (For catchments less than 160 acres only. For larger catchments, use hydrograph muting method) (NOTE: for catchments larger than SO acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design information Ilnput): Design Informaltton, ($pDuti: Catchment Drainage Imperviousness I. = 2 DO percent Catchment Drainage Imperinousness 1a r 2,00 percent Catchment Drainage Area A = 9.000 act es Catchment Drainage Area A = 9.000 acres Predevelopment NRCS Soil Group Type = A A. B. C, or D Predevelopmenl NRCS Soil Group Type = A A, B. C. or D Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T =I 100 jyears (2. 5, 10, 25, 50. or 140) Tana of Concentration of Watershed Tc =\ 13 minutes Time a of Concentration of Watershed To = 13 minutes Allowable Unit Release Rate q = 0.23 cfslaore Allowable Unit Release Rale q = 0.14 cfs/ace One -hour Precipitation P, = 1.3,9 Inches One -hour Precipitation PI = 283 inches Design Rainfall IDF Formula I • Cis P,f(C,+Tj)"C, Design Rainfall JOF Formula I a Cr' Pj/(C2tT4^Cs Coefficient One C, = 28.50 Coefficient One C, = 28.50 coefficient Two C7 : 10 Coeffident Two C2= 10 Coefficient Three C-3= 0.789 Coefficient Three el = 0.789 aetemllnation of AveraOe C)utfiow from the Basin Caiculate�dl: Runoff Coefficient C = 0.07 Determination 0f Average Outflow from the in ula„ted1: ,} „at Runoff Coefficient C = 0.22 Inflow Peak Runoff Op -In = 2.09 cis Inflow Peak Runoff Op -in = 12:50 cfs Allowable Peak Outflow Rate Op -out = 747 oft Allowable Peak Outflow Rate Op -out = 9.22 cfs Mod. FAA Minor Storage Volume c 257 cubic feet Mod. FAA Major Storage Volume = 15,490 cubic font Mod. FAA Mines Storage Volume o 0.0 acre -ft Mod. FAA Major Storage Volume = 0.4 acre -ft 5 c- Enter Rainfall Duration incremental In.croasa Value Mere (e.o 5 for 5 -Minute._, Rainfall Duration minutes i n"t. Intensity inches Rainfall / hr (output) Mow Volume acre-feet (output) Adjustment Factor "m` (output) Average Outflow cfs (output) Outflow Volume acre-feet (o u_9 Storage Volume acre-feet (output) Rainfall Duration minutes fineot) Rainfall intensity inches! hr (ouiEut) inflow Volume .acre-feet (ou ufl Adjustment Factor 'r` (output) Average Outflow cis (output) dud' Mal Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 - 0 0.00 0,000 0,00 000 0.000 p 0.000 S 4.04 0.020 1.00 2.07 0.014 0 006 5 8.85 0.121 1.00 1.22 0.008 0.112_ 10 3.70 0.032 1.00 ' 2.07 0.029 0.004 10 7.05 0.192 1.00 1.22 0.017 "0170 15 310 0.040 0.93 1.93 0.040 0.000 15 j 5.91 0.242 0.93 1.13 0.023 0.218 20 2,09 0,047 0.83 1.71 0.047 0.000 20 5.12 0.279 0.83 1.00 0.028 0.252 25 2.36 to -O522 0.78 1.57 0.054 -0.003 -0.008 25 4.53 0.300 0.78 0.92 0,032 0.277 30 214 0.050 0,72 1.48 0.961 30 4.0$ 0.334 0.72 0.87 0.036 0.208 35 1.95 0.059 0.69 1.42 0.068 -0.0099 35 3.72 0.355 059 0.83 0.040 0.315 40 1,80 0.062 0:60 1.37 0.070 4.013 40 3.42 0.373 0.68 0.80 0.044 0.329 45 1.87 0.085 0.64 1.33 0.083 -0.018 45 3.17 0.390 0.64 0.78 0.049 0.341 50 _ 1.56 0.€ 87 0.63 1.30 0.090 -0.022 50 2.96 0.404 0.63 I 0.77 0.063 0.351 - 55 _ 1.46 0.070 0.62 1.28 0.097 -0.027 0417 _ 052 55 2.78 0.75 0.057 0.300 00 +kviYs.,a. 1.38 .aa 0.072 0.61 -- 1.28 0.104 -0.032 60 2,02. 0.429 0.01 024 .le-rnPFi• 0.73 0.061 0.368 85 1.30 -40038 es -_-.J -_=T�,9 0.441 0.074 0.60 1.24 0.111 2.49 • ... 0,60 .a.--ta.�-i++e SP w��.-A.-hel 0.065 0,375 , _ 7ti 1.24 �._ 0 076 0.59_ -CCD 1.23 0.118 -0.043 70 2.38 0.451 0.59 0.72 4 g - ___._ _ _ 75 _ 1,18 - _ 0.077 1.21 0.125 -0.049 75 2.25 0.461 059 0.71 0,074 0,387 S0 113 0.078 0.58 1.20 0.133 -0.054 80 _ 2.15 0.470 0.58 0.71 0.078 0,392 85 1.08 0.080 0.58 1.19 0.140 -0.060 85 2.06 0.478 0.58 0.70 0.082 0.396 90 1.04 0.081 0.57 1.18 0.147 -0.086 90 1.98 0.486 0.57 0.70 0.088 0.400 05 1.00 0,082 0.57 1.1$ 0.154 -0,072 95 1St 0.494 0.57 0.69 0.090 0403 100 0.96 0.084 0.57 1.17' 0.101 -0.077 100 1.84 0.501 0.57 0.60 0.095 0408 105 I 0.03 0.085 0.54 1,16 0-108 -0.043 105 1.77 0.508 0.56 0.68 0.099 0.409 110 0.90 0.088 0.58 1.1e 0.175 -0.080 110 1.72 0.515 0.56 0.68 0.103 0.412 116 0.87 0.087 _- 0.56 1.15 0.162 -0.090 115 1.66 0-521 0.50 0.68 0.107 0.414 120 0.84 0.086 0.55 1.15 _ 0.190 1.61 -0.102 120 0527 - 0.55 0.67 0.111 0.410 125 0,82 0.089 0.55 1.14 0.197 -0.108 125 1.56 0.533 0.55 0.67 0.115 0.417 130 0.64 0.090 055 1.14 !� 0.204 4.114 y4.12O 130 - 1.52 0.538 007 0.120 0.419 135 0.74 0,091 0.55 1.13 0.211 135 _ 1.4 8' 0.644 _0,5_5 0.55 .a_ 0.124 0.87 0.420 140 0.75 0.092 0.55 1.13 0.218 0.128 140 1.44 0.549 0.55 0.68 0.128 0421 054 - 14$ 024 0.093 1.13 0.225 4.133 145 1.40 0.564 0.54 0.66 0.132 0.422 150 _ 0.72 0.093 -at 0.54 1.12 _ - 0.232 - •0.1395 150 _ 1.37 0.559 _0.54 _ 0.68 0.138 _ 0.423 1.12 155 0.70 0.094 0.54 _.. 0.240 -0.145 155 1.33 0584 0.64 a ea 0.141 0.423 180 0.88 0.095 0.54 1.12 0247 -0152 100 1.30 �- 0.569 0.54 0.00 0.146 0.424 165 0.67 0.096 0.54 1.12 0.254 -0,158 185 1,27 0.575 0.54 0.88 0.149 0.424 170 0.85 0.096 0.54 1.11 0.261 -0.184 170 1.25 0.578 0.54 0.05 0.153 0.424 175 0.64 0.047 0.54 1.11 0.265 -0.171 175 1,22 0,582 054 0.05 0.157 0.424 180 _ -- 0.83 0.0% 0.54 1.11 0.275 -0.177 1801119 0.586 054 0.65 0.1_01 0.424 165 0.41 0.068 0.54 1.11 0.282 -0.184 185 1.17 0.590 034 0.8s _ 0,1k 0.424 190 0,80 0.009 0.53 1.11 0.289 .0.190 190 1.15 0594 4.53 0.85 0.174 0424 395 0.59 0.100 053 1.10 0.207 -0.197 195 1.12 0.598 0.53 0.85 0.174 0.424 200 0.58 0.100 953 1.10 0.304 -0.203 200 1.10 0.602 0.53 0.05 0.178 0,423 205 0.57 0.i41 0.53 110 ;i 0.311 -0.210 205 1.08 0.605 0.53 0.65 0.182 0.423 210 0.56 0102 0,53 1,10 0,318 -0.216 210 1.06 0.609 0.53 0.65 0.187 0.422 215 0.55 0.102 0.53 1-10 0.325 '0.223 215 1.04 0.612 0.53 0.64 0.101 0.422 220 0.54 0.103 0.53 1.10 0.332 -0.220 220 1.03 0.616 0.53 0.64 0.105 0.421 225 0.53 0.103 0.53 1.09 0.339 -0.236 225 1.01 0.019 0.53 0.64 0.199 0.420 230 0.52 0.104 0.53 1.00 _- 0.348 -0.242 230 0,09 0.823 0.53 0.64 0203 0.410 235 _ 0,51 0.105 0.63 1.09• _~ 0.354 -0.248 235 058 0.628 053 0.64 0.208 0.418 240 0.50 0.105 0.53 1.09 0.361 -0.256 _240 _ -_ 0.98 0.029 0.53 0. 1 0.212 0.417 245 050 0.109 ass 1.00 0,368 •0.2242 245 0.95 0210 0.832 _ - 0.53 0.04 (MIS 250 049 0,106 0.53 1.09 0.375 10.280 250 0.93 0.835 0.51 084 0,220 9415 _ 255 0,48 0.107 9,53 1.09 0.382 -0.275 2ra5 0.92 0.038 0.53 0.64 0.224 0.414 200 0.47 0.107 0.53 1.09 0.389 -0.282 280 0.90 0.841 0.53 0.84 0.228 0.413 285 0,47 0.100 .0.52 1.09 0.396 4.289 2165 0.89 0.844 0.52 0.64 0.233 0.412 270 0.46 0.106 0.52 1.08 0.403 -0x295 270 _ 0.88 0,647 0.52 0.64 0.237 .0.410 275 0.45 0.109 0.52 1.08 0.411 -0.302 276 0.87 0.850 0,52 0.04 0.241 0.409 280 0.45 0.109 0.52 1.08 0418 -0.309 2602 0.52 0.64r 0.86 0.653 0.245 0.408 285 0.44 0.109 0.52 1.08 0.84 0.425 -0.315 285 0.850 0.52 0.04 0.249 0408 290 295 0.44 - 02,43 0.110 0.110 0.62 1.08 _ 1.08 0.432 -4.322 290 0.83 0.f12 0.058 0 2 0.63 i 0.254 (1405 0.52 0.439 295 0.881 0.52 063 0259 4?.4p3 300 0.43 0.111 0.52 1.08 --4-0.328 0.446 -0.335 341? 0.81 0.664 0.52 0.63 0.262 0.402 Mod. FAA Minor Storage Volume (cubic ft) C 257 Mod. FAA Major Storage Volume (cubic ft4 Mod, FAA Minor Storage Volume (acre -f.) a 0.0059 Mod. FAA Major Storage Volume (acre4t4 UOFOD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Verson 2.34, Released November 2013 udfccd spreadsheet 10 yr historic, Modified FM 18.490 0.4245 71112016, 12:40 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD i Project; Bonilla Event Center and Horse Arena Basin tD: 10 Year Historic Volume (acre-feet) 0.7 0.6 0.5 0.4 0.3 0,2 0.1 0 Inflow and Outflow Volumes vs. Rainfall Duration • • • • • ••*••,•••••••06•••8••••••*••••.'• • • • • , , . . �. a a ear y , • , H- t V � 0 50 100 150 200 Duration (Minutes) 250 300 -.�.M,.a,, Siann It'wV.ran,. Kew Mann Outflow Walunry raMaw Mono afar.". Volume Myer Exam It vaunt i *4w llervnOuUbuw %Ala • Wier t in Wimp Volans UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 350 udfod spreadsheet 10 yr historic, Modified FM 771/2010. 12.40 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Development (For catchments less than 160 acres only. For largercatchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres. CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Deter ninalOn of MAJUrn Detention Volume Using Modified FAA Method Peskin Infonrtstion {lriputk D` nf• w -i' • r rot Catchment Drainage Imperviousness l• = 40.00 percent Catchment Drainage Imperviousness is= 4000 percent Catchment Drainage Area A = 9.000 acres Catchment Drainage Area A = 0.0,03 acres Predevelapment NRCS Soil Group Type = A. A, 6, C. or D Predeveropment NRCS Soil Group Type = A A, S, C, or C Return Period for Detention Control T t 5 years (2, 5. 10, 25. 50, or 100) Return Period for Detention Control T 4 100 Jyears (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc - — 13 minutes Time of Concentration of Watershed Tt = 13 minutes Allovsble Unit Release Rate q = 0.23 _ cfsiacre Allowable Unit Release Rate q 4 _ 0.23 cfs/acre One -hour Precipitation P. = 1.11 inches One -hour Precipitation Pi =r 2.$3 inches Design Rainfall II F Formula 1- CI` Pst(Cs+TJ% Design Rainfall IDF Formula I a C,• P1f{C2+TJ"C,3 Coefficient One C, _ 2850 Coef cieni One C1 a 28.50 _ Coefficient Two Ca * 10 Coefficient Two Ca = 10 Coefficient Three C3 a 0.780 Coefficient Three G3 = 0.789 Determination of Average Outflow from - the Basin Caiculatedi: fetertrttirtatlari of Aweracae Outflow from the Basins (Qaicu, Runoff Coefficient Cs 0,25 Runoff Coefficient C a 0,41 Inflow Peak Runoff Qp-in = 6.00 cfs inflow Peak Runoff Op -in = 23,30 cfs Allowable Peak Outflow Rate Qp-out m 2.07 cfs AElowabtc Peak Outflow Rate ©picot a 2.09. cfs Mod. FM Minor Storage Volume c 4,537 cubic feet Mod. FAA Major Storage Volume a 35,501 cubic feet Mod.. FM Minor Storage Volume c 0.1 acre -ft Mod. FAA or Nato Storage go Volume r 0.8 acre -ft `.2 {- Ent& Ftainta417uration incremental increase Vptue.tl*re in o 5 for 5a#nutes;} ....a. Rainfall Duration minutes !tj?Quii Rainfall Intensity inches / hr (cutout) Inflow i Volume ; acre-feet (output) Adjustment Factor 0n- (output) Average Outflow cis output) Outflow Volume acre-feet ,(output) Storage Volume acre -feat (output) Rainfall Duration minutes fire utt Rainfall Intensity inches f hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) - - Average Outflow cfs joutput) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0,00 ' h Y 0000 0.00 0.00 0,000 0. 0 0.00 - 0.000 0.00 0.00 0.000 0.000 5 3.73 0.058 1.00 107 0.014 0.044 5 8.85 0.225 1.00 2.00 0,014 0.210 10 2.913 92 0.0nt 1.00 2.07 0.020 0.064 10 7.05 0.358 1.00 R 2.09 0.029 0.330 15 2.50 0.110 0.03 1.93 0.040 0.078 15 5.91 0.451 0.93 1.95 0.040 0.41 20 2.15 4,134 0.83 1.71 0,047 0.087 20 .5.12 0.521 0.83 I 1.72 0.047 0.473 25 1.91 0.148 0.70 1.57 0.054 _ 0.004 25 4-53 0.576 0.78 1.59 0.055 0.522 30 1.72 0.150 0.72 1.48 0.061 0.009 30 4.08 0.522 0.72 1.50 0.082 0.560 3 s 1.57 0.170 0.39 1.42 0.0138 0102 35 3.72 0,002 0.69 1.43 0.059 0.593 44 1.44 0.179 086 1.37 0.076 0.103 40 3.42 0.690 06 1.38 0.078 0.620 45 1.34 0117 4.84 1.33 0.083 0.104 45 3.17 0.726 064 1.35 0.083 0.643 S 1 1.25 0.194 0,63 1.30 0.090 0,104 50 2.98 0.753 063 1.32 0.091 0.663 55 1.17 _0.200 _.. 0.52 _ ... 1,28 0.097 0.103 5.5 - --- 2.78 0.778 0.62 1.29 0.098 0.080 _.._. _ BO �65 a-.�. _. _ 1.11 0.200 _ 1,20 _ 0.104 0.102 -•.-.-.i--...-.r...s..b 00 65Yt4 2.82 lefl-salL_- 0.61 R 0.800 1.27 0.105 1.06 0.211 _0.81 0.80 - 1.24 0.111 0.100 2,49 0.821 0.60 1.25 0.112 �- _0.695 0.709 -• 0.7,2~1._._. .s`,._. 0000. 70 1.00 4.210 _ "... 0.50 -_- 1.23 0.118 0.125 0.008 70 --.¢... 2',36 _ 0.840 0.50 r 1,24 0.119 0.95 0.221 0.59 1.21 0.05 05 `7 2 25 0.858 0.59 i 1.23 0,127 0.732 _75 8O _ 0.91 0.225 0.58 1.20 0.13,3 0.093 80 2.15 i 0.875 0.558 1.21 0134 - 0.741 - 85 0.87 0.22'0 0.58 1.10 0,140 0.000 85 2.06 I 0,891 0.58 1.20 0.141 0.750 94 0.84 0.233 0.57 1.18 0.147 0.086 90 1.98 0.904 0.67 1.20 0.148 0.758 0.083 $a 0.80 0.237 0,57 1.18 0.154 95 1.91 0.620 0.57 1.19 0.155 0 a 1OD 0.78 0.240 0.57 _ 1.17 0.161 0.079 100 1.84 0.934 Om 1.18 0.1.83 0.771 105 �.,___ 0.75 0.244 4=56 1.10 0.1118 0.075 105 1.77 4:947 11,50 1.17 0.170 0.777 _ 110 0.72 0.247 0,56 1,16 0175 0.071 110 1.72 f1.959 0 6 1,17 0.177+ 0.782 115 _ 0.70 0.250 - 0.56 1.15 0.182 _ 0.067 115 1.88 4.071 0.56 - 1.16 0.184 0.787 120 0.118 0.253 0.55 1.15 0.190 0.063 120 1.61 0.982 0.55 1.16 0.191 0.791 125 0.46 0.256 0.55 1.14 0.197 0.059 125 1.68 0.993 0.55 1.15 0.198 0.795 - 0.258 0.55 130 - :135 - _ 0-6_4_ 1.14 0.204 0.064 130 .-- 1.52 0.55 1.15 0.0.206_ 0.798 0.62 -_ 0.261 -- 0.55 .1.13 0,211 __—0.0a5a0 135 1.+18 — 0.55 ... 0.213 1.14 _ 0.801 140 0.61 0.203 0.55 1.13 0215 0.045 140 1.441,023 1.40 1. 0.55 1.14 0.220 0.803 145 0.69 0-260 0.54 1.13 0.225 0.041 145 0.54 1.14 0.22'1 0.808 r"-- 0.58 0,265 a54 1.12 0,232 0.036 150 1.37 1.-0000 tn47 0.54 1.13 0,234 0.808 155 0.58 0,270 0.54 1.12 0.240 0.031 155 1.33 1.f151r 0.54 1.13 0.242 0.809 180 0.55 0.273 0.54 1.12 0,247 0.025 160 1.30 1.080 0.54 1.13 0249 0.811 185' 0.54 0.27$ 0.54 1.12 0.254 0.021 165 1.27 1.088 0.54 1.13 0.250 0.812 170 0.53 0.277 0.54 1.11 0,261 0.016 170 1.25 1.07$ 0.54 1,12 0.813 0.26'3 175 0.51 0274 a 0.54 1.11 0.208 0.011 175 1.22 1.084 0.54 1,12 0.270 0.414 160 - 0.50 0.281 0.54 111 - 0,275 0.006 1B0 1.1$ 1.092 0.54 1.12 0,278 0.814 185 0.49 0.283 0.54 1.11 0,282 0.001 185 1,17 1.10x3 0.64 1.12 0.285 0.615 `_ 100 0.48 0,285 0.53 1.11 0,289 .0.005 190 1.15 1.107 0.63 1.12 0.292 0,815 105 0.47 0287 0.53 1.10 0,297 •0,010 195 9.12 1.114 0.53 1.11 0,299 0.815 200 0.47 0.289 0.53 1.10 0.304 -0.015 2178+ 1.10 1,121 0.53 1.11 0.306 0.815 205 0.48 0.290 0.53 1.10 0.311 -0,020 205 1.08 1.128 0.53 1,11 0.314 0.815 210 0.45 0,292 0.53 1.10 0.318 -0.026 210 1.08 1.130 0.53 1.11 0.321 0.814 0.204 O.S3 215 0.44_ 1.20 0.325 -0.031 215 1.04 1.141 0.53 1.11 0.328 0814 _ 220 _y _ 0.43 N 0.►5 053 1.10 0.332 -0.037 220 1:03 1.148 0.53 _ 1.11 0.335 0.813 43 0.207 0.53 1.09 0.339 - -0.042 225 1.01 1.154 0.53 - 1.10 T 0.342 0.812 230 0.42 0.209 0.53 1.09 0.348 -0.048 230 0.99 1.160 0.53 053 �__ 1.10 0.350 0.811 _ 235 , _ 0.41 0.301? 0..53 _ 1.09 0.354 -0.053 4,98 -.-•.- f.i87 _ '0.10 0;357 0.810 240 r 0.302 _._.�._,�.-..,_ 0.53 _ 1.09 -` ,235 0.351 .. 0.050 240 Y _ .. .._ 096 - 1.173 0.63 1.10 0.304 0.8022 245 t 0.303 0.53 1.09 0.308 '0.055 ~ _ 245 --._ 0.95 _ ,-- - 1.178 0.53 1.10 0.371 0.807 0.305 0.53 250 • " 1.090.375 -0,010 250 0.93 1.184 0.53 1.10 0.378 0.806 255 • ' 0.305 0.53 1.09 0.382 - -0.070 -0.082 25,5 0.92 7 -190 0.33 1.10 0.385 0.804 280 0.38 0,308 0.53 1.09 • 0.386 260 ago t.1.95 tl 0,53 1.10 0.393 0803 265 0.38 0.309 0.52 1.09 0.396 -0.0.87 285 OM 1.201 0.52 11.10 0.400 0.801 ,270__ 0.37 0.310 0,52 1.08 0.403 -0.01X2 270 a 0.88 ~ 1.208 0.52 1.09 0.407 0.709 275 0.37 0.312 0.52 1.00 0.411 -0.099 275 0.87 1.212 0.52 1.09 0.414 0.707 280 0.38 0.3133 0,52 V 1.08 0.418 -0.105 � � 280 _ 0.88 1.217 - 0.52! 1,09 0.421 0.795 265 . - -_... 59.36 �� .. 0.314 _ _ _. 0.52 _ . 1,08 0.425 -0.110 285 0.84 1.222 0.52 1.09 0.429 0.793 290 _. _ 0.35 _ 0.318 0.52 1-08 _ . 1 08 - 0.432 _ �. 0.43$ __ -0.118 •0.122 290 _....s.... 2$5 0-83 _. __. _ 1.227 _ 0,52 1.06 4.43$ _ 0.701 iiii t},3S 0.317 _ _ 0.52 0-B2 _ _ • 1.232 0.52 _ _ r 14)9 0443 0,789 300 0.34 4.318 0.52 1.08 0.440 -0.128 300 081 1.237 0.52 1.08 0.450 0,787 --- niw. rwa manor aeoraQa Yo1um9 IVUDICli.j 21.31'! Mod_ FAA Major Storage Volume (cubic Mod, FAA Minor Storage Volume (acre -ft) Or 0.1042 Mod. FAA Major Storage Volume (acre -ft.) t UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2:34, Released November 2013 udfc4 spreadsheet proposed 5-yr. Modified FM 35.501 0.8150 711/2018, 12:59 PM i _ DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Pra ased Develo meat Volume (acre-feet) 1.4 1.2 1 0.8 0.6 0.4 0.2 0 0 Inflow and Outflow Volumes vs. Rainfall Duration i . F Vii i • ••••ifii•iaai•i•i•i�iii�•ii•#•••seise• #;fie. •iii . I e . , 1 • ' - r w I _ . _ T j . I i, " oOOOo. ,ocoQOs . Oa o . . ! w0000 50 100 150 200 Duration (Minutes) 250 300 imams Mbw MET 9.11ow Vela • wn-Skw *Donn Oudlow Volun, C. Minot Storm Stew Volvo. • Wine Mown Wag warn s hest wan Outflow Vo4+no is litre tee. AbniP Yciwne 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udlod spreadsheet proposed S-yr, Modified FM 71112016, 12:59 PM DETENTION VOLUME BY THE MODIFIED FM METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Development (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres. CUHP hydrograph and routing o �c r: commended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA method Desiuri Information (input]: Poston Information Ilnottp: - Catchment Drainage Imperviousness l. = 40.00 percent Catchment Drainage Imperviousness I, = 40.00 percent. Catchment Drainage Area A = 0.000 acres Catchment Drainage Area A = 0000 acres Predevelopmenl MRCS Soil Group Type = A A, B. C, or 0 (redevelopment NRCS Soil Group Type = A A, B, C, or 0 _ _ Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 13 minutes Time of Concentration of Watershed Tc = 13 minutes Allowable Unit Release Rate q = 0.23 cfsracre Allowable Unit Release Rate o =I 0.23 cfs/acre One) -bout Precipitation P, = 1.38 inches One -hour Precipitation P; - 2,83 f inches Design Rainfall IDF Formula I = Gi4 Prl(C2+TAM"C3 I Design Rainfall IDE Formula I vs Cat P'AC24el j" C3 Coefficient One C, = 28,50 Coefficient One C; = 213.50 Coefficient Two C2 = 10 Coefficient Two C-2 m 10 Coefficient Three C.1= 0.789 Coefficient Three C3 = 0.789 "• e.emmna er • t • + .rorn e - In al ul- es . rmin= on frim - = - I al, l . �d Runoff Coefficient C = 0.30 Runoff Coefficient C = 0.41 Inflow Peak Runoff Op -in = 8,05 cfs Inflow Peak Runoff Qp-in = 23.30 cfs _ Allowable Ptak Outflow Rate Qp-out = 2..47 cfs Allowable Peak Outflow Rate Oeseut = 2.09 cfs Mod. FAA Minor Storage Volume = $.100 cubic feel Mod. FAA Major Storage Volume ■ 35.501 cubic feet Mod. FAA Minor Storage Valuma - 9.2 acrd -ft Mod. FAA Major Storage Volume .= 0.8 acre -ft 5 ce- Enter Raborui! l7urratranIncrementai Increase Value k4ws Lts, 5 for 5 -Minutest Rainfall Duration minutes S+noc.ti Rainfall Intensity Inches/ hr (output) Inflow Volume acre-feet foutyut) Adjustment Factor 'Yri° (Dutrn4) i I j Average Outflow cfs (output) Outflow Volume acre} -feet (out4u) Storage Volume aae'feet (output) Rainfall Duration minutes (input) Rainfall Intensity Inches i'hr (output) Inflow Volume acrefeet ({output) Adjustment Factor °m" Average Outflow cfs (output) Outflow Volume acre-feet output) Storage Volume acre-feet (output) .. a l 0.00 0.000 0.00 0.00 0,000 0.000 0 0.00 0.000 _foupput) 0.00 0.00 0.000 0.000 5 4.84 0.088 1,00 2.07 0.014 0.072 5 8.85 0.225 1.00 2,09 0.014 0.210 10 3.70 0.138 1.00 2.07 0.020 0.109 10 7.05 0.358 1.00 2.00 0.029 0.330 - 15 3.10 0.173 0.93 1.93 0.040 0.133 15 5.01 0.451 0.03 1.95 0.040 0.411 20 2.89 0.200 0.83 1.71 0.047 0.153 20 5.12 0.521 0.83 1.72 0.047 0,473 _ 25 2,38 0.221 0.78 1.57 0.054 0.167 25 4.53 0.576 0.76 1.59 0.055 0522 30 2.14 0,230 0.72 1.48 0.061 0.178 30 4.08 0.622 0.72 1,50 0.082 0.560 35 1.95 _ 0.254 0.69 1.42 0.068 0.188 35 3,72 0.882 0,69 1.43 0.069 0.593 44 1.80 -- 0.267 0.68 1.37 _ 0.078 0.102 40 3,42 0.696 0.68 '1.38 - 0.078 0.620 45 1.67 0.279 0.64 1,33 0.083 0.108 45 3.17 0.726 0.64 1.35 0.083 0.643 50 1.56 0.289 0.63 1.30 0,090 0.097 0.100 r0 2-96 0.753 0.63 4.32 0.091 0.883 4-__. 55 1.48 0.299 0.62 1.28 0.202 55 2.78 0.778 0.62 1.29 0.098 0.080 60 • -0.105 1.38.307 0 001 1.26 0.104 0.203 , 80 2.62 0800 0,61 1_27 0.695 i 1.30 0.315 0-60 1.2+1 0.111 0204 85 2.49 0.821 0.80 1,25 0.412 0.709 ____55 70 1.24 0.323 0,59 1.23 0.118 0.204 70 2.36 0.840 0.59 1,24 0.119 0.721 75 1.16 0.330 X0,58 1.21 0.125 0.204_ 75 2.25 0.858 0.59 4.231 0.127 0,732 _ 80 1.13 - 0.338 0.58 1.20 0.133 0.203 80 2.15 0.875 0.58 1.21 0.134 0.741 85 p 1.08 0.342 0.58 1.18 0.140 0.202 85 22.08 0.891 0.58 1.20 0.141 0.750 9D 1.04 0.348 0.57 1.18 0.147 0.201 90 1.98 0.906 0,57 1.20 0.448 0.758 95 1.00 0.353 0.57 1.18 0.154 0.199 95 1.91 0.920 0,57 1,19 0.155 ales 100 0.96 0.359 0.57 1.17 0.161 0.197 100 1.84 0.934 0.57 1.18 0.163 0.771 105 0.93 0.383 0.56 1.16 0,168 0.105 105 1.77 0.947 0.58 1.17 0.170 0.777 110 0.90 0,308 0.58 1,16 0.175 0.193 110 1.72 0,959 0.58 0.782 1.17 0.177 115 k, 0..67 0.373 0,66 1.16 0.182 0.190 115 1.66 0,971 0.56 t.16 0.184 0.787 120_ _ 0.84 c03770.55 1.15 0.194 0.187 120 1.61 0.882 = 0.55 1.16 0.101 0.791 '425 0,82 0,381 0,55 1.14 0,197 0,185 125 1.56 0293 0,55 1.15 0.198 0.795 0.204 _ 130 0.80 0.385 0.55 1.14 0.181 130 1.52 1.004 0.55 1.15 0.206 0 798 135 0.78 _ 0.380 0,55 1,13 0.211 0.178 135 1.48 1.014 0.55 1.14 0,213 0.801 140 0.75 0.u* 0.55 1.13 .0.218 0.175 140 1.44 1.023 D.55 1.14 0,220 0.803 145 0,74 0.397 0.54 1.13 0.225 0.171 145 1.40 1.033 0,54 1.14 0.227 0.806 150 0.72 0.400 O54 1.12 0.232 0.188 150 1.37 1.042 0,54 1.13 0,234 0.805 155 0.70 0.404 0.54 1.12 0.240 0.164 155 1.33 1.051 0,54 1:13 0242 _ _ 0,809 180 0.68 0,407 0,54 1.12 0,247 0.100 160 1.30 1,060 0.54 1.13 0,249 0.811 105 0.87 0.410 0.54 1.12 0,254. 0.158 165 1.27 1.058 0.54 1.13 0,256 0.812 170 0.85 0.413 0.54 1.11 0.261 0.152 170 1.25 1 076 0.54 #.12 0,263 0.1313 0.814 175 0.64 0.415 0.54 1.11 0.266 0.148 175 1.22 1.084 0.54 1.12 0.270 180 0.83 04419 0.54 1.11 0.275 0.144 180 1.19 1.092 0.54 1.12 0.278 0.814 185 0.81 0.422 0,54 1.11 0.282 0.140 185 1.17 1.100 0,54 1.12 0.285 0.815 190 0.60 0.425 0.53 1.11 0.289 0.136 190 1.16 1.107 0.53 1.12 0.292 0.1315 195 0,59 0.428 0.53 1.10 0.297 0.131 1'85 1.12 1.114 - 0.53 - 1.11 0.299 0.815 200 0.58 0,430 0.53 1.10 0.304 0.127 200 1.10 1.121 053 1.11 0.306 0.615 205 0.57 0.433 0.53 1.10 0.311 0.122 205 - 1.08 1.128 0.53 1.11 0.314 0.815 210 0.54 0.438 0.63 1.10 0.318 0.118 240 1.06 1.135 0.53 1.11 0.321 0.814 215 0.55 K 0.438 0.63 1.10 0.325 0.113 215 1.04 1.141 0.53 _ 1.11 0.328 0.814 220 0.m 0.441 0.53 1.10 0.332 0.108 I 220 1.03 1.148 0.53 1.11 0.335 0.813 225 0,53 0,443 0.53 1.00 0.339 0.104 225 1.01 1.15 0.53 1.10 0.342 11.812 230 0.52 0.446 0.53 1.09 0.345 0.099 230 0.99 1,160 0.53 1.10_ 0.350 0.8111 ', 235 0.51 0.448 0.53 1.09 0.354 0,094_' 2'35 _ 0.98 - 1,167 0.53 1.10 0.357 Am.. salmis as 0.810 240 0.60 0.450 0.53 1.09 0.361 .089 y _ 240 0.96 1.173 0.53 1.10 0.364 609 245 0.50 0.452 0.53 1.09 0.388 0.005 245 0.95 1.178 0,53 1.~10 0.371 04807 250 049 0.455 0.53 1.09 0,375 0.080 2514 - - 0.93 1.184 0.53 1.10 0.378 0.4806 255 0,48 0.457 0.53 1,09 a 382 0.075 255 - 0.92 1.190 0.53 1.10 0.385 0.804 260 0.47 0.459 0.53 1.09 0.388 0.070 280 0.90 1.195 0.53 1.10 0.393 0.803 265 0.47 0.461 0.52 1.09- 0.396 0.065 265 0.89 1.201 0.52 1,10 0.400 f 0.801 270 0.46 0.463 0.52 1.08 0.403 0.060 270 0.86 1.206 0.52 1,09 0.407 0.799 275 �'-- 0.43 0.465 0.52 1.08 I 0.411 0.055 275 0,67 �► 1,212 0.52 1.09 0.414 0.797 280 0.45 0.407 0.52 1.08 0.414 . 0.040 280 0.136 1 1.21.7 0.52 1.09 0.421 0.795 285 0.44 0.409 0.52 1.08 0!425 0.044 285 0.64 1,222 0.52 1.09 0.429 0.793 290 0.44 0.471 0.52 1.0$_ 0,+432 0,039 290 0.83 . - 1.227 0.52 1.09 0.436 `- 0.791 - _ 295 _ 0.43 0.473 0.52 1.08 0.439 0.034 2 0.82 _ 1.232 0,52 1.09 - 0.443 _ 0,/89 300 0.43 0.475 0.52 1.08 0,446 0,029 300 0.81 1.237 0.52 1.09 0.450 0.787 RAod. FAJA Imlin�x Stt s Volume {cubic ft_) c #ti00 114od. FAA Major Storage Volume (cubic ft.) Mod. FAA Minor Storage Volume (scree -ft.) ® 0.2043 Mod. FAA Major Storage Volume (acre -ft.) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfc�d spreadsheet proposed, Modified FAA 35,501 0.8150 7/1/2016, 14:48 AM i DETENTION VOLUME BY THE MODIFIED FAA METHOD Project; Bonilla Event Center and Horse Arena Basin ID: Proposed Development Volume (acre-feet) 1A 1.2 1 0.8 0.6 0.4 0.2 0 Inflow and Outflow Volumes vs. Rainfall Duration j ar# . { . i'i•••6*••ii••••••a i•i.• • • •iii•#..• si•••.*t " . i## • - 1 1 , - _ _ - - a .. _ - a - - - - ,. — - / • r * W — _- . .. r _ - -I 1 • { - o I I • - I . ` • _ . 1 oo 0 °Oo�,�o c 9o000, 0 O in i �ono�00200 o. 000 I 0 50 100 150 200 Duration (Minutes) 250 300 qe• Wear an tM Van de Moor Stone Outflow Volume a Minor Seem Storage Warm geom. Y alor stem billow Votum* .L Wake Storm Ouftow Valera • elogior Storrs atarcu Wakens 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udbd spreadsheet proposed, Modified FAA 7111201B, 1©:48 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Propose! Development North Basin (For catchments less than 160 acres only. FOr larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOP Detention Volume Using Modified FAA Method - — odor Jnft rmatipn t' nput n In ti Catchment Drainage Imperviousness i,, = 40.00 percent Catchment Drainage Imperviousness I. = 40.00 percent Catchment Drainage Area A = 6.003 acres Catchment Drainage Area A = 0.000 acres _ Prodevelapment NRCS Soil Group Type= A A, B, C, or D Predevelopment NRCS Solt Group Type = A A, B, C, or D Return Period for Detention Control T = 10 years (2, 5, 10. 25. 50, or 100) Return Period for Detention Control T = 100 (2, 5. 10. 25, 50, 100) years or Time of Concentration of Watershed To= , 13 minutes Time of Concentration of Watershed Tc = 13 minutes Allowable Unit Release Rate q s 0.23 cfolacre Allowable Unit Release Rate q = 263 c f es e One Precipitation -hour P, s 1.38 inches One -hour Frecipitatiern P, = 2.63 inches Design Rainfall IDF Formula I e Cis Pif(G''TJ*e, Design Rainfall IOF Formula I = Cis P,f(C2+Tj"C1 Coefficient One C, = 28.50 Coefficient One C, = 28 50 Coefficient Two 0: = 10 Coefficient Two ; = 10 Coefficient Three C- = 0.789 Coefficient Three ; = 0.789 Aet€rminatlorl of Average Outflow ran Basic (Oalc dated) - �rminatiort at Average Outflow from th - Basin I+CaiGulatedl: (Calculated): .._�. Runoff Coefficient C = 0.30 Runoff Coefficient C = 0.41 I Inflow Peak Runoff 4p•in = 5.96 cfs _ Inflow Peak Runoff Qp-in = 15.54 cfs Allowable Peak Outflow Rate Qp-out= 1.38 cfs Allowable Peak Outflow Rate Op -cut = 1.39 cfs Mod. FAA Minor Storage Volumes 5,033 cubic toot Mod. FAA Major Storage Volume s 23,668 cubic Poet Mod. FAA Minor Storage Volumes DA acre -ft Mod. FAA Major Storage Volume= 0.6 - acre -ft 5 ,J€. Enter Rainfall Duration Incrernental increase Value Here ie 14.2. for 5-M►nutesi _ Rainfall Duration minutes tinoutr Rainfall Intensity inches f hr (output) Inflow Volume acre-feet ,output} Adjustment Factor 'is,` -- (output) Average Outflow cfs (output) acre-feet Outflow Volume (output) Storage Vo!ume acre-feet (output) Rainfall Duration minutes input) Intensity Indies Rainfall I (output) hr Inflow Volume acre -fee€ (output) Adjustment Factor 'm' (output) Average Outfiow afs (output) Outflow Volume acre-feet (output! ` 0.000 Storage Volume acre-feet (aut_Viut) a oo 0 0..00 0.000 0.00 0,00 0.000 0.000 0 0.00 0.000 0.00 0.00 5 4.64 0.058 1.00 1:38 0.010 0.048 5 8.85 ' 0.150 1.00 s 1.39 0.010 0.140 10 a70 0.092 1.00 1.38 0.019 0.073 10 7.05 0.2390 1.00 1.39 ~ 0.019 0.220 ~ 15 3.10 0.115 0.93 1.29 0.027 0.089 15 5.91 -u�0.301 0.93 1.30 0.027 0.274 20 2.69 0.133 0.83 1.14 0.031 0.102 20 512 0.347 083 1.15 0.032 0,315 25 2.38 0.147 0.76 1.05 0.036 0.111 25 4,53 0.364 0.76 1.05 0.036 ---t -0.3de 30 2,14 0.150 0.72 0.99 0.041 0.118 30 4.08 0.415 0.72 1.00 0.041 _ 0.374 35 1,95 0.189 ' 0.69 0.95 0.046 0,124 35 3.72 0.441 0.60 0.95 0.046 1 0. 395 40 1.00 0.178 0.66 0.91 0.oso 0.128 40 3.42 0.464 0.68 0.92 _ 0.051 0413 45 1.67 0.188 0.64 F 0.89 0.055 0.131 45 3.17 0.484 0.44 0.90 0.428 a0 1.56 0.103 0.63 0.67 0.060 0.133 _ 50 2.98 0.502 0.03 0.88 _0.056 0.060 j 0.442 55 1.46 0.109 0.62 0.85 0.065 0.134 55 278 0.519 0.62 0.86 0,065 0.453 _i • 80 1.38 0.205 061 0.84 0.069 0.135 t}0 182 0.534 0.61 0.85 0.070 0464 III 65 1.30 0.210 0.60 O.83 0,074 0.138 €t5 2.49 0.547 0.80 0.84 0.075 0.473 r 70 1.24 0.215 j 0.59 0.82 €1.079 0.138 70 2,36 0.580 0.59 - 0.83 0.080 0.481 75 1.18 0220 0.59 0.81 0.064 0.138 75 0.572 0,59 0.82 - 0.084 0.488 2.25 80 _ 1.13 0.224 0.58 0.830 0.088 0.130 80 215 0.583 0.504 ..,i_....�_._..._._.....�.�.....,.. 0.604 _ 0.58 0.81 0.089 0, 494 . _85 1.08 0.228 0.58 0.80 0.093 0.135 85 item._.-,-.-�.14,, 2..04 0.58 0.80 0.094 _ 0.590 - .-.,�� 90 1.04 0.,23:2 0.57 0.79 0.098 OTC. 1,68 0.57' • - 0.841 0.099 _ 0.595 _ _ _emit.. 05 1.00 0.236 0.57 0.78 0.103 0,133 115 1.91 0.613 0.57 17,74# ... . _. 0.104 0.510 .._. _ _..._ _ _ _ . _ 100 0.90 0.239 0.57 0.78 0.107 0.132 140 _ 1.64 k , 0.623 0,631 emit 0.57 - 0.79 0.108 0.614 _-_, 105 _ 0:93 0.242 0.56 0.78 0.112 0.130 105 1.77 0.58 0.78 0.113 0.518 110 0.90 0.245 0.58 0.77 0.117 0,129 1113 1.72 0.639 0.56 0.78 0.118 0.521 115 0.87 0.248 0.56 0.77 0.122 0.127 115 1.88 0.647 0.66 17.77 0.123 0,524 - _ 120 0.84 0.251 0.55 0.76 0.126 0.125 120 1.61 0,655 0.55 0.7? _ 0.12e~ 0.527 125 0.82 0.254 0.58 0.716 0131 0.123 125 1.59 0.882 , 0.555 0.77 0.132 0.530 130 0.80 0257 0.55 0.76 0.136 0.121 130 1.52 0.669 0.55 #1.77 0.137 0,532 135 0.78 0.259 _ 0,55 0.76 0141 - 0.119 135 1.48 - 0.676 0.55 0.70 0.142 0.534 140 0.75 0.262 0.55 19.75 0.145 - 0.117 140 1,44 0.882 0,55 0.70 0.147 0536 145 0.74 0.264 0.54 0.75 0.150 0.114 145 1:40 0.089 0.54 0.70 0.152 0.537 150 0.72 0.267 0.54 0.75 0.155 0.112 150 1.37 0.695 0,54 0.70 0.15!3 0.535 155 0.70 0.260 0,54 075 0.160 0.100 155 1.33 0.701 0.54 0,75 0.181 0.540 180 0.08 _ 0.271 0.54 0.75 0.164 0.107 160 1.30 0.706 0.54 0.75 0,166 0.541 165 0.67 0.273 0.54 0.74 0.189 0.104 165 1.27 0.712 ? 0.54 0.75 0.171 0.541 170 -.�_. 0.65 0.275 0.54 0.74 0.174 0.102 170 1.25 _ 0.718 0.54 0.75 a 0.175 0.542 _ - 175 0.54 027x8 0.54 0.74 0.179 0.049 175 1.22 0.723 mite 0.54 0.75 0.760 0.543 180 0.63 0.260 0.54 0.74 0.163 0.006 180 1.19 0.728 0.54 0.75 I 0,185 0.543 185 - 0.61 0.281 0.54 0.74 0.188 0.0C3 185 1.17 0.733 0.54 0.75 0.190 0,543 190 0.60 0.283 0.53 0.74 0.193 �- 0.00 190 1.15 0.738 033 0.74 0.195 0.543 105 0.50 0.285 0.53 0.74 0.4116 0.087 195 1.12 0.743 0.53 0.74 0+140 0.543 . 200 0.58 0.2137 0.53 0.73 0.x92 0.4685 200 1,10 0.747 0.53 0.74 0.204 0.543 205 0.57 0.2139 0.53 0.73 0207 0.082 205 1.#}0 0.752 0.53 4 0/4 , i 0.209 0.543 210 0,50 0.290 0.53 0.73 0.212 0.079 210 _ 1.oe a757 0.53 0.74 0.214 0.543 215 0,65 0.292 _ 0.53 0/3 0.217 I 0.075 215 1.04 0.761 0.53 0.74 0219 0.542 220 0.54 0294 0.53 0.73 0.221 0.072 220 1.03 j 0.765 0.53 0.74 0,223 0342 - 225 0.53 0.295 0.53 0.73 0.226 0.069 225 1.01 0.770 0.53 p 0.74 0228 0.541 236? 0.52 0,297 063 0.73 0.231 0.063 230 0.99 0.774 0.53 074 0.233 0.541 235 0.51 0.299 0.53 0.73 0.238 0.063 235 0.98 0778 4.53 0.73 0.238 0.540 240 0.50 0-300 0.53 0.73 0.240 0.060 240 0.96 0.782 0.53 l 0.73 0.243 0.539�� 245 0.50 0.302 0.53 0.13 0.245 0.056 245 0.95 0.788 0.53 0.73 0.247 0.538 fl 250 0.49 0.303 0.53 0.73 0.250 0.053 250 0.83 0.789 0.53 0.73 0.252 0.537 _ 255 0.48 0.305 0.53 0.73 0255 0.050 255 0.92 0.793 0.53 0.73 0.257 0.538 - 260 0.47 axe 0.53 0.72 0.259 0.047 280 0.90 0797 0.53 0.73 0.282 0.535 256 147 0.307 052 0.72 0.264 0.043 265 0.89 0.801 0.52 0.73 0.267 0.534 270 0,46 0.309 0.52 0.72 0.284 0.040 I 270 - 0.88 0.804 0.52 0.73 r 0.271 0.533 275 0.45 0.310 - - 0.52 0.72 0.274 0.038 275 0.87 0.508 0.52 0.73 0.276 0.532 280 0.45 - 0.311 0.52 0.72 0.278 0.033 T 280 0.86 0,811 0.52 0.73 0.281 0.530 - 285 044 0.313 , 0.52 0.72 0.283 0.030 285 0.84 0,815 0.52 0.73 0.2836 0.529 290 0.44 0.314 0.52 0.72 0.288 0.026 290 0.83 0,818 0.52 0.73 0.291 0.527 295 0.43 0.315 0.52 0.72 0.293 0.023 295 0.82 0.821 0.52 0.73 0.295 0.526 0.43 0317 0.52 0.72 0.297 0.019 300 0.81 0.825 0.52 0.73 0.300 0.524 Mod CAS M In. ct orate Valunarr (4tfbto a 5.933 Mari. ajor Storage Volume (mac ft. j = Mod. FAA Minor Storage Volume (acrrkft.) = 0.1362 Mod. FAA Major Storage Volume (acre -ft.) e UOFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfrzi spreadsheet proposed N Basin, Modified FAA 23,E 4.5433 7/14/2016, 9:40 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Development North Basin Inflow and Outflow Volumes vs. Rainfall Duration Volume (acre-feet) 0.9 0.6 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 • . - , . • _.. e .i illi 1 :tea #�.. fii.ff!•i,i*!ii#iii•iiiii.jj . . •o . . I • fl • . ova© ; 50 100 150 200 Duration (Minutes) 250 300 r�mfe or Sham treat Van - Mm ce Storm Curios Yoking C l me(' ton Winos Vc$i U soot mann lntim Volume a — *ikon autos Vets • M ja Sew Items Velum. c UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfod spreadsheet proposed N Basin. Modified FM 350 7/1412016. 9:40 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Development South Basin (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination Of MINOR Detention Volume Using Modified FAA Method Determination of MA OR eterttion Volurrle Using Modified FAA M thud eslan I ormation.ilgputl: _ �3@S�i1i]�liforma#I 1input}; Catchment Drainage Imperiousness I, • 641.00 percent is atchment Drainage imperuwausness i, = 6�J.00 percent Catchment Drainage Area A = 3.000 acres Catchment drainage Area A = 3.004} acres Predevetopment NRCS Soil Group Type = A A. 8. C. or D Predevelopment NRCS Soil Group Types A A, B, C, or (? Return Period for Detention Control T = 10 years (2, 5. 10. 25. 50. or 1OO)Return Period for Detention Control T = 104 years (2, 5, 10, 25, Sts. or 100) Time of Concentration of Watershed Tc = 13 minutes Tlme of Concentration of Watershed. Ta = 13 minutes Allowable Unit Release Rate q = 0.23 cfs/acre >r llox able Unit Relaaae Role q = - 0.23 cfslacre jinchea One -hour Precipitation P, = 1.38 Inches Ofle-hour Precipitation F't =� 2.63 Design Rainfall IOF Formula I e c1' Pi/{C2+TcriC3 _ Design Ralrtfall IDF Fon'nvla i = Zit• P11(C�+j Coefficient One C, = 28.50 Coefficient One C, s 28.50 Coefficient Two Cr 10 Coefficient Two Cz = _10 Coefficient Three Cr 0.786 Coefficient Three Q 7gg petermina4on of Average Outflow from the Basin (Calculated): - • • te�Q�itf� rw irarrl the 8e- ,l[ - lculatet# . Runoff Coefficient C = 0.41 Runoff 4;aef acient C : p, 50 InflowPeak Runoff Op -in = 4.05 cfs Inflow Peak Runoff Op -in = 8,47 cfa Allowable Peak Outflow Rate tOp-out = 0.89 cfs A!io.rahie Peek Dutfio v Hate Op -out = 0.70 cis Mod. FAA. Mince Storage Volumes 4,775 cubic feet Niac1 FAA f41:�jar Storage Volume 15,479 cubic fee# Mod. FAA Minor Storage Volume a 0.fi aoreaft M'rad. FAA Major Storage Volume S 0.4 sore-ff - 5 { - Enter Rainfall -fur bon incremental Increase Valve Hero t. 5 for 5 -Minutes Rainfall Dvration minutes +trs:.: t Rainfall tntens:ly inches 1 hr au 4 ut Inflow Volume acne -feet ou • ut Adjustment Factor In" au . ut Average Outflow ofs o . Outflow Volume acre-feet o • tut Storage Volume acre -feel . -ut Rainfall Duration minutes In ut Rainfall Intensity inches i hr Cu ' ut Inflow Volume acre -feat O • ut Adjustment Factor 'rn" a . tit Average Outflow etastets-feet . „ Outfiow Volume Storage Volume acre-feet (output} -- O 0.00 0.000 000 1 0.00 0.000 0.000 1(output} 0.00 0.000 0.4Y� i 1 1 4.000 0. atx4 4,04 01139 1.00 0.69 0.005 0.0355 8.85 0.091 1.00 0,70 0,005 0.1 7 _ 10� 3.70 0.063 1.00 0.09 0.010 0.0453 10 7.05 0.148 1.00 0.70 0.010 0.138 15� 3,10 ,.1 i • 0.64 - 0.013 0.1766 15 5.91 0.183 0.93 1 • 0.013 0.170 20 2.69 x.O91 0.83 0_57 0.016 0.076 20 0.212 0.83 0.57 O,O1Fa a.1 26 2,38 0101 0.76 # 0.018 0.083 25 4.53 0.234 07$ 953 0.4116 1.214 3€i 2.14 0.109 0.72 0.49 0-020 0.088 30 4.08 0.253 _ ' 072 050 R 0.021 35 1.05 F ace e O.47 0.493 0269 0.86 048 0.023 _0.232 0.248 40 1.130 + _ore 0.45 S 0.087 • + SAM 0203 968 'AS I 0.02$ 4.2x7 45 1.ai 9127 0.64 0.44 0.028 OA= 45 0.2950.04 0.415 0.028 0.267 50 1.'56 + 0.63 043 0.030 0.102 r • . 1 •' : �s 0,0 F • • 0.030 0,278 65 1.+46 + 0.62 043 F + 0.104 + 0.62 • • - 1 + 0.2134 601.38 0.140 001 0.42 0.035 0.105 60 2.82 0.325 0,61 0.42 Q 2tr[1 0.03.5 651.30 0.144 0.0 1 0.41 0-[137 0.107 Illa 0-334 too 0.42 0.037 012148 701.24 + ' 0.41 0.108 70 lin + 4:54 ! 1 1 # A 0.302 75 0.150 • • 1 • # 0.042 0.108 75 - 2.25 + • { 0.54 0.41 0,042 0.307 t 13 0.153 0.58 0.40 0.00 44 0000 80_ 0.366 6 0.58 0.440y i 1- x.311 •+.--�_r� 5 .` 1':. 0.156 i 0.40 Y 047 1 0109 85 1 : 0.352 0.58 0.0 . 0.40 roT aim o.57 039 0.449 0.110 ....90 1,98 0,368 0,57 _ 0.40 0.049 0.31$ �0.3322e2�._ 0 F 1. 0.57 '', 0.051 0.110 05 + 0.57 0.40 1 1:, 100 OM ' 0,103 957 0.39 0.064 0.110 100 1.84 0.300 # 0.57 0.30 0.054 0.325 _ 1050.93 0106 0.50 0,39 0.C 550 0109 105 1.77 0.385 0.56 0.39 0.057 1 1_ tan 0.331 110 ' • 1 0168 056 0.39 0.058 0.109 110 1.72 0.390 0.56 a 0.39 115 1 : 1► 41.56 F = 0.061 _. 0.109 115 :: 0. . 0.59 0.30 ' + 0.333 120 _ - 0.84 + 0.55 - 0.38 0.083 0.109 120 0 - , {?.39 DAM : 0.335 125 0.82 • 0.55 0.38 01138 125 0.404 ' 0.3#1 0.0188 1 .338 130 0.80 0.176 0.38 0.088 0.108 130 1.52 0.408 1 55 0.000 i .339 135 038 0.177 1 0.070 0.107 0.412 0.55 0.313 0.071 0341 140 0/°5 0.170 t .5 5 0.38 0.073 0.106 140 1.44 0.418 ' o.3e O,O7'J 0.343 145 0.74 0.181 17.54 0.38 9075 G.108 146 1.40 0.420 +.54 0.070 0.344 150 0.72 0.182 0. rs4 0.37 0;077 0.106 1550 1.37 0.424 + 0.078 � 0.345 1+56 0.70 ' 0.54 0.37 4.0$0 0.104 • 156 1.33 0.427 1 ' 0.38 _0.081 0.33417 _ 160 0.06 O185 0.54 O.3T 0.082 '1 Boa -1.30 0.431 -• 0,54 0.38 0.083 0, } 0.67 0.54 0.37 0.063 0.1020.434 1 • 1:.: 0.085 0.349 17"0 ass 0.188 0.54 4.37 0.087 0.4101 170 X1.25 i 0,54 0.37 0.088 0.350 170 r : 0.190 0.54 0.37 0.089 1 ' + 175 1.Z2 i 1 F 1.0 0.351 _ 180 0.83 0.191 0,54 0.37 0.002 0.099 1810 1.t G + 0.54 1 0:003 0,351 185 001 a 02 0.554 0.37 0.094 + 185 `1.17 ' + 0_37 = 0095 0.362 1911 040 0.104 0.53 0.37 0.0913 0.007 190 1.15 0.450 0.63 0.37 MT ' 0.353 195 0.59 0.195 + 0.37 0.090• 0.096 195 1.12 0.453 • 1 0.100 1 x.353 200 0.56 0.198 + 0 37 0,101 0.095 200 1 0.455 1 . 0.102 0.354 2115 0.57 0.197 i 0.37 _0.104 0.094 ' ; 0.459 0.53 0.37 0.105 0.S54 210 0.58 o198 ass 0.100 0.093 210 toe 0.4ei a5.3 Iasia 1aur , ,354 215 0.55 0.200 0.53 0.37 0.108 • • + 1 1. 1 1 - 0355 220 1 ` '_'j(0.091 # 1 i 0.090 -L' 1 0.467 1 F 1 } .355 225 0.53 1 i r + /0.37 O.;i +' 0.089 s 225 • 0.400 0.53 0.37 0.114 + + 230 0.62 0.203 + 0.36 0.115 0.087 + 0.00 _ - 053 037 1 0.355 235 0.51 0.204 a53 0.36 0.118 0:086 235 a.aa 0.474 0.37 0.110 , .355 244? 0.50 0.205 _ 0,53 0.36 0.120 0.085 240 0.00 0.477 0.53- 0.37 + 0.365 245 0,50 0.206 0.53 0.36 ® _ ~ 0.080 4}.37 0. 1 + 1 0 250 0.49 0207 - 0.53 ------ 0.36 # 0.082 a 0.93 ai181 1 q 0.37 ! r .355 255 0,48 0.208 0.53 41,36 ' 0.081 - 0;92 # + 0.37 0.128 i .355 260 0.47 0.200 0.53 0.36 0130 0,079 28D 0.90 265 0.47 0.210 11.52 0.36 ' 0,078 2650.89 0.488 a52 0,133 i .355 270 0.4e 0,211 0.52 0.36 0:134 0.077 270 0.88 0.494} 0.52 0.36 i .13a 0.355 276 49.45 0.212 0.52 0.36 ai37 0075 0.87 0.493 0.52 + 0,354 280 0.413 0.213 + 0.36 1 0.074 280 0.8 0.495 0.52 0.36 0.140 0.354 IlimsaalillO.44 0.214 + 0.38 0.142 0,072 285 {1.(34 0.497 0.52 0.36 0.143 0 354 290 0.44 0.215 # 0.35 0.144 0,071 260 0.83 0.499 0.52 0.36 ales 0.354 295 0.43 0.215 0.52 0.36 I 0.14 0.059 .. 295 11.82 0.501 0.52 0.30 + 0353 300 OA3 0.218 0.52 0.36 0149 0.068 300 - 0.61 0.503 i 0.52 0.36 0.150 0.353 u _ .. -. - --- •- - udfcd spreadsheet proposed S Basin, Modiiod FAA r�a#a m Isar aiarape Y41Yr11Y #eutoic ri.l s 4,775 Mod. FAA M,iajor Storage Volume (cubic fl:.) >s 15,479 Hod. FAA Minos Storage Volume (aers-ft.) a 0.1098 Mod. FAA Major Storage Volume (acre -ft.) s 0.3553 UDFCD DETENTIOi';I BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2O13 7114/2018, 9;38 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Development South Basin inflow and Outflow Volumes vs. Rainfall Duration 0.6 Volume (acre-feet) 0.5 0.4 0.3 0.2 0.1 000000000 09000000040 50 100 150 200 Duration (Minutes) 250 300 4 I as- Moor b*orm Mdlavr Hotmw s— Ml at Storm Ov o■''Mun* c Minot Stoma Stars Volume •Nsa. "a'or Storm Wks, Volwnr Msjot Stoma Outdo. Volume a Seer San es... Vaunts 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 Udfod spreadsheet proposed S Basin, Modified FAA 711412010, 9:38 AM rse _ DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Development Existing Horse Arena Runoff (For catchments Ins than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CIJHP ttydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method pee;art $114211Mation ur eun; Catchment Drainage Imperviousness Catchment Drainage Area Predeveiopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula la Cie Pol(C2+Tt)AC, Coefficient One Coefficient Two Coefficient Three 1„ = A Type= T= Tc = P; 2.00 2.6 A 10 13 0.25 26.50 10 0.760 percent acres AS, C. or 0 years (2, 5, 10, 25. 50, or 100) minutes cfsfaore inches Drtst)na n of Average Outflow from the Basin (Cal u a tta Runoff Coefficient C = 0.07 Inflow PeakRunoff Qp-in = 0.60 da Allowable Peak Outflow Rate Qp-out a 0.60 cis Mod. FAA Minor Storatge Volume a 74 cubic feet Mod. FAA Minor Storage Volume a 0.0 5 c, Enter Rainfall Duration rntaem.entai Increase Value Here (e O. Rainfall Rainfall Inflow Duration Intensity Volume minutes inches / t1:r acre-feet ri Laic 0 4 tit o tit 0.00 0.000 6 4.34 0.008 10 3.70 0.000 15 3.10 -0.012 20 2.$0 0.013 Adjustment Average Factor Outflow .mom cfs 0 acre -ft i r 5 -Man uses Determirtauon of MAJOR Detention Volume Using Modified FAA Method Dessag Infasrnattan 1'Innortt• Catchment Drainage Imperviousness Catchment Drainage Area Predevebopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i a Cr. P.t(C2+TJ"C, Coefficient One Coeftident Two Coefficient Three ZOO 2.591 A 13 28.50 10 0.789 percent Bata A. 'S. C, or D stars (2, 5, 10, 25, 50, or 100) minutes cfslacra Inches termination Of Average Outflow from the Bastr1 C.alculated):, Runoff Coefficient C a on Inflow Peak Runoff Qpofn = 3,60 cis Allowable Peak Outflow Rate Qp-out = 0.60 cfs Mod. FAA Major Storage Volume= 4.245 cubic feet Mod. FAA Major Storage Volume ■ 0.1 acre -ft Outflow Storage Rainfall Volume Volume Duraflon acre-feet acre -feel minutes ou'• ut a tit ou'!ut _ 0.00 0.00 0.000 0.000 - 0 1.00 0.60 0.004 0.002 5 1.00 0.60 - O.°°B 0.001 10 0.93 0.56 0.011 0.000 15 0.83 0.49 0.014 0.000 2.38 0.015 076 0.45 0.010 -0.001 25 2.14 0.10 0.72 0.43 _ 0.018 -0.002 1.95 0.017 0.69 . 0.41 0.020 -0.003 1.80 Q,ci1 a 0.66 0.39 0.022 -0.004 _ 1.67 0:019 0.64 0.38 0.024 0.005 1.50 0.019 11.83 55 1.46 0.020 0.62 BO 65 70 85 90 o5_ 100 105 Q.@3 115 0.67 120 0.84 125 0.82 130 0.80 135 0.78 0.023 0.58 0.34 0.044 -0.017 $5 2.08 0.138 _ 0.58 _ 0.35 0.041 t1.Otd7 0.023 0.57 0.34 0.042 4.010 1.88 0140 0.57 034 0.043 -t 0.097 0.0241 sa _ - _ 0.34_ 0.044 -0.021 _' 08 --�-�- H .` 41142 _ 0.57 0.34 4.0445 0.097 0.020 0,57 0.34 . _. 0.046 -0.022 100 1.84 0,144 0.57 �" 0.34 0.047 0.097 0.33 0.048 -0.024 105 1.77 0.140 i 0.56 0.34 0.040 0,097 a. o25 O.f5t 0.33 0.050 -0426 110 1.72 0.148 0.58 4.34 0,061 0.097 0.025 0:SS _ 4.33 0.06; -0.027 115 1.ee 0.150 0.56 0.33 0.024 0.50 140 0.75 0.028 145 0.74 0.027 150 0.72 0.027 155 0.70 0.027 160 O,i68 0.027 165 170 175 180 185 120 0.00 0.024 195 0.59 0.029 200 0.58 0.029 205 0.57 0.026 210 0.56 0.029 215 0,55 0.029 220 0.54 0.030 0553 0.030 2.62 0.124 0.81 0.37 0.000 0.031 0,047 0.058 0.087 0.073 0.078 0.082 0.086 0.088 0.025 0.55 0.33 0.055 0.053 0.007 0.0213 -0.028 120 1.61 0.152 _ 0.55 0.33 0,055 0.097 0.026 0.55 0.33 0.55 0..33 0.057 j -0.031 125 1.56 0.153 0.55 0.33 0.057 0.090 0.059 -0.033 130 1,52 _ 0.155 0.55 0.33 0.055 8.096 0.026 0.55 0,33 0,061 -0.035 135 1.48 0157 0.55 0 33 0.061 0.095 0.55 0.33 O.003 -0.036 - 140 - 1.44 0.158 0.55 0.33 0.083 0.005 0.54 0.32 0.065 -0.038 145 1.40 0160 0.54 0.33 0. 0.0904 044 0.32 0.067 -0.040 150 1.37 0.161 " 0.54 0.33 0.067 0.093 0.54 0.32 0.069 -0.042 155 ', 1.33 0.162 0.54 0.33 _ 0.070 0.093 0.54 0.32 0.071 .0.044 180 ll 1-30 0.184 a54 0.33 0.024 0.54 0.32 0.073 •0.048 e5 1.27 0.165 0.54 0.32 0.028 0.54 0.32 0.075 4.047 170 1.25 0.166 0.54 0.028 0.54 0.32 0.077 ` -0.049 175 y 1.22 - 0167 0.54 0.028 0.54 •••••••••••••SOO.32 4.079 -0.051 180 1.19 0.169 0.54 0.32 0.028 0.54 ?I 0.32 0.081 -0.053 185 +8:53 0.32 4=083 -0.055 190 0.53 0.32 0.085 0,53 0,32 0.067 0.53 0.32 0.089 0.53 0.32 1.17 0.170 1.15 0.171 -0.057 195 1.12 0.172 -0.056 200 -_ 1.10 0.173 -0.080 205 1,08 0.174 0.092 . -0.062 0.54 0.32 n•ut Rainfall Intensity inches / hr Cu tit 0.00 8.85 7.05 5.01 Inflow Volume an -feet tit 0.000 0.035 0.055 0.070 5.12 0.080 4.53 0.089 Adjustment Factor ou tit Average Outflow cis fou#put) Outflow Volume acre-feet {output} 0.00 0.00 0 000 100 4.80 0.004 1.00 0,80 0.008 0.93 0.50 0.012 0,83 0.50 0.014 0.70 0.40 0.016 Storage Volume acre-feet (output) 4.08 O-O9e 0.72 0.43 0.018 3.72 11.102 0.89 0.41 0.020 3.42 0107 0.66 0.40 0.022 3.17 0112 0.64 0.39 0.024 0.38 0.020 4.006 50 2 .90 0,.116 0.63 0.38 0.026 O.Oi30 0.37 0.028 -0.008 55 2.76 0.120 0.82 0.37 0.028 0.092 as 0.030 -0.009 CO - - 0,030 0.093 "• 0.022 0u.ou56 x#.36► 0.032 -0,011 05 r 2.49 0.127 0.60 0.30 0.1332 0.095 0.022 .. _ - - 0.35 0.034 -0012 70 1 2:36 0.130 0.59 0.30 0.034 0.095 0.50 0.35 0-035 41014 75 2.25 0.133 0.59 0.3.5 0.038 0.096 0.023 0,58 - 0.335 0.038 -0.016 so 2.15 - 0,135 0:58 0,35 0.039 0.097 0472 0.092 0.074 0.091 0,32 0.070 0.090 0,32 0,078 0.090 0.400 moss 0.082 0.088 0.084 0.087 0.53 0.32 210 1.06 0.1.78 0.53 0.32 0.094 :.0.084 215 1.04 0.176 0.53 0.32 I 0.006 -0.006 220 0.53 - - - -- 0.32 0.008 -0.068 1.03 0.177 0.53 0.32 0.086 0.086 0.53 0.32 E 0.088 0.085 0.53 _ 0.32 0.090 0.084 0:53 0.32 0.53 0.32 0.32 0.178 0.53 0.32 230 0.52 0.030 0.53 0.31 0.100 -0.070 230 0.99 0.1 79 0.53 0.32 235 0.51 0,030 0.53 0.3'1 0.102 -0.072 235 i 0.98 0.180 0.53 0.32 240 0.50 0.030 0.53 0.31 0.104 -0,074 240 0.96 245 0.50 0.030 0.53 0.31 0.106 -0.075 246 0.05 250 0.49 0.031 0.53 441 0we -0.077 !, 260 0.93 . 0.48 0.031 0,53 0.31 0,110 . -0.079 255 0.02 225 1.01 0.181 0.53 0.32 0.182 0.53 4.32 0.107 0.07 0.183 0.53 0.32 0.109 0.074 0184 0.53 0.32 0.111 0.073 260 0.47 0.0X3+1 0.53 4.31 t 0.112 -0.081 280 090 0.185 4,53 0.32 0.113 0.072 2135 0.47 4.4:31 4.52 4.31 0.11+1 -3.083 205 270 0,48 0031 0.52 age 0.52 0.32-mle 0.115 _ 0.070 0.31 275 0.45 0.031 0.116 .0.085 270 0,68 0.188 0.52 0.32 0.117 0.069 280 0.45 0.52 0.31 - 0118 0.087 275 0.87 0.187 0.52 0.31 0.119 0.031 0.52 0.31. 0. 20 (0.080 280 0.80 _ __ 0.188 0.52 0.31 i 0.121 285 0.+44 0.032 I� 0.52 0.31 O.122-D,OF91-" r- 285 0.84 1`0.189 0.52 10.31 0,123 0.055 0.092 0.063 0.094 0,062 0.096 0.051 0.099 0.080 0.101 0.079 0.103 0.07 0.105 0.070 0.44 0.032 0.520.31 0.124 -0.093 290 863 60.100 0.52 0.31 #0.125 295 4.43 0.032 0.52 0.31 0.126 -0.495 �- 295 0 4190 0.43 11.032 0.52 431 128 .4 0.58 0.31 4128 -1}.097 300 0.81 0.191 0,52 0,31 0,130 Mod. FAA lint $t Mod. FAA Minor Storage Volume (acre -ft.). t 0.0017 Mad.. FAA Major Storage Volume (acre -k_) s UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfcd spreadsheet existing horse arena, Modified FAA nor tlrage Volume (cubic ft;.)'. 74 Most. FAA Major Storage Volume (cubic ft.) 0.068 0.007 0.064 0.063 0081 4,245 0.0975 7/14/2016, 10:28 AM i _ DETENTION VOLUME BY THE MODIFIED FAA METHOD i Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Development Existing Horse Arena Runoff Volume (acre-feet) 0.25 0.2 0.15 0.1 0.05 0 Inflow and Outflow Volumes vs. Rainfall Duration • • •• •• • I • • , • • , I 1 , ' • II I • • I • • • • • • • 1 • I • . • •• • 1 1 • • • . • , t . . r i • 4 1 1 • f + I I • • I • • • • I j f - r 1 • r ' r • 0 50 100 150 200 Duration (Minutes) 250 sMk c' Sinn Wow Volume # Mint awn Ciutr a MMir. a Mhroc tons Stowe WW Wit f Huj x Storm ki a Vekrer 4a.m.• Ihtiottitorm Gud!.n volume I M$ ' Stan, Sing. V pk+no 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 ud ed spreadsheet existing horse arena. Modified FAA 7/1412015, 10:2® AM Bonilla Event Center and Horse Arena APPENDIX B Hydraulic Computations CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: Bonilla Event Center and Horse Arena Pipe ID: Proposed North Inlet \nuw Arm 1) ,d geeangle f , Design Information f ut Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So n= D= 0.0096 0.0130 18.00 5.96 f ift inches cfs Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (OcTheta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (OcTheta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flowvelocity Critical Depth Froude Number Af = Pf = Theta = Qf= Theta = An - Tn = Pn= Yn = Vn= Qn = Flow = Fr„ _ Theta -c = Ac = Tc = Yc= 4"c = Fro _ 1.83 1.17 1.45 0.94 5.10 1.00 sg ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow supercritical radians sgft ft ft fps UD-Culver v3.04 North Inlet, Pipe 7/14/2016, 1:25 PM a _ CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) i Project: Bonilla Event Center and Horse Arena Basin ID: Proposed North Inlet Status: Unit Caw* Vila 4.1 . • Design Information (Input): Circular Culvert: Barre! Diameter in Inches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet inlet Edge Type (choose from pull -down list) ,animism. Sae 2 abort Y,saSa. Number of Barrels inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft It) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Ca •aci out ut Water Surface Elevation (ft., linked) 4861.26 4861.46 4861.66 Tailwater Surface Elevation ft robert s. ■ • D=I I� 18 inches End ProjectionGrooved En Height (Rise) Width (Span) _ Square Edge ►/ 30-78 deg. Flared Wingwall Culvert Inlet -Control Flowrate cis 4861.86 4862.06 4862.26 4862.46 486266 4862.86 4863.06 4863.26 4863.46 0.00 __ 0,20 0.70 1.50 2.40 3.50 4.80 6.20 7.50 8.80 9.80 10.80 No = Inlet Bev = Outlet Etev = L= n= _ Cd = 1 4861.26 4860.4 90 0.013 0 1 0.20 1.63 2.83 0.95 -0.0860 Culvert Outlet -Control Flowrate cfs 4863.66 4863.86 4864.06 4864.26 4864.46 4864.66 4864.86 4865.06 4865.26 4865,46 4865.66 4865.86 12.50 13.30 14.00 14.70 15.30 15.90 0.00 4.72 4.98 5.44 6.06 6.62 7.14 7.60 8.27 9.09 a$6 10.58 11.19 11.81 12.42 12.99 13.50 14.02 14.53 0.00 020 0.70 1.50 2.40 3.50 ft ft. elev. ft. elev. ft. Inlet Equation Used: 4.80 6.20 7.60 8.80 9.80 10.58 No Flow (WS c inlet) Min. Energy, Eqn. Min. Energy. Eqn. Min. Energy. Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn, R • ression E. n. Flow Control Used NIA INLET INLET INLET INLET INLET INLET INLET INLET INLET INLET OUTLET 11.81 12.42 12.99 13.50 14.02 14.53 Re' ression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Re • ression E. n. OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET 16.50 17.10 17,70 14.99 15.45 15.92 14.99 15.45 15.92 Regression Eqn. Regression Eton, Regression Eqn. 18.20 16.38 16.38 OUTLET OUTLET OUTLET Regression Eqn. OUTLET 18.80 16.79 16.79 Orifice Eqn. OUTLET 4866.06 19.30 17.20 17.20 Orifice Eqn. OUTLET 4866..26 4866.46 19.70 17.61 17.61 20.20 18.02 18.02 Orifice Eqn. OUTLET Orifice En. q T 4866.66 20.70 I 18.43 1 18.43 Orifice Eqn. I OUTLET 4867.06 21.10 18.79 18.79 21.50 19.15 1'9.15 Orifice Eqn. Orifice Eqn. OUTLET OUTLET Processing Time: 00.63 Seconds UD-Culvert_v3.04 North inlet, Culvert Rating 7/14/2016, 1:24 PM CULVERT STAGE -DISCHARGE SIZING (INLET in. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Bonilla Event Center and Horse Arena Basin ID: roposed art, n.et f STAGE -DISCHARGE CURVE FOR THE CULVERT Stage (feet, elev) 4868.26 4867.26 4866.26 4865.26 4864.26 4863.26 4862.26 4861.26 i a ° At / a ❑ 0 D 1 A II D Q /❑ a❑ A A he ie A dAL Aa, a A A e 0 I a A a a 0 5 10 15 Discharge (cfs) 20 Stage -Discharge ❑ Inlet Control A Outlet Control 25 Ua-Culvert v3.04 North Inlet, Culvert Rating 7/14/2016, 1:24 PM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: Bonilla Event Center and Horse Arena Pipe ID: Proposed South Inlet 1 Design Information (Input) Pipe invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So =1 0.0070 n =1 0.0130 D= 15.00 =1 4.08 ft/ft inches cis Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (O<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af =1 1.23 Pf =1 3.93 Theta =1 3.14 Qf =1 542 Theta = An = Tn = Pn = Yn Vn Qn =. Flow = Frn _ Theta -c = Ac= Tc = Yc= Vc= Frc _ 1.87 0.84 1.19 2.34 0.8'1 4.85 4.08 75.3% 1.02 1.88 0.85 1.19 0.82 4.80 1.00 sq ft ft radians cfs radians sgft ft ft ft fps cfs of full flow supercritical radians sq ft ft ft fps UO-Culvert v3.04 South Inlet, Pipe 7/14/2016, 9:37 AM CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Bonilla Event Center and. Horse Arena Basin ID: Proposed South Inlet Status: Craig l f I Cart VS h . K • • Design Information (Input): Circular Culvert: Barrel Diameter in Inches Intel Edge Type (choose from pull -down list) abate Fi: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from putt -down list) culvert s•attain L Seta Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.) Culvert. Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Gal cul . lions of Culvert Ca . aci out • u Water Surface Elevation (ft., finked) 4862.33 4862.53 4862.73 4862.93 4865.33 Tailwater Surface Elevation ft Tv r Mien Y•*eeta Grooved End Projection Height (Rise) _ Width (Span) = Square Edge w/ 30-78 deg. Flared Wingwall Culvert Inlet -Control Flowrate cfs 0.00 0.20 0.70 1.30 t<+!o = Inlet Elev = Outlet Elev L= n= nx_ 1 4862.33 4862.01 45.94 0.013 0 1 = 0.20 Kr= 1.06 Ks = 2.26 CQ= 0.95 -0.0929 nches ft. ft. ft. elev. ft. elev. ft. Culvert Outlet -Control Flowrate cfs 0.00 2.26 2.48 2.61 Controlling Culvert Flowrate cfs (output) 0.00 0.20 0.70 1.30 Inlet Equation Used: No Flow (WS < inlet) 2.10 2.88 2.10 Min. Energy. Eqn Min. Energy. Eqn Mn. Energy. Eqn. 3.00 3.29 3.00 410 3.75 3.75 Regression Eqn Flow Control Used N/A INLET INLET INLET INLET Regression Eqn. Regression Eqn. INLET OUTLET 5.10 6.00 6.80 7.40 8.00 8.60 9.10 9.60 10.10 4.56 5.39 6.12 6.79 7.39 7.95 8.46 8.98 9.43 4.56 5.39 6.12 6.79 7.39 7.95 8.46 8.98 .43 Regression Eqn. Re. ression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. Regression Eqn. R=+cession E OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET 4865.53 I 10.60 9.89 9.89 Regression Eqn. OUTLET 4865.93 4866.13 4866.33 4866.53 4866.73 4866.93 4867.13 4867.33 4867.53 4867.73 4867.93 4868.13 10.30 10.30 11.40 11.80 12.20 12.60 2.90 13.20 13.60 13.9D 14.20 14.50 14.80 1510 11.48 11.86 12.21 12.56 12.89 13.24 13.53 13.86 14.15 14.48 10.70 11.11 11.48 1t.86 1 2.21 12.56 12.89 13.24 13.53 13.86 14.15 14.48 Re• ression Eqn. Orifice Eqn. Orifice Eqn. Processing Time: Orifice Eqn. Orifice Eqn. Orifice Eqn. Orifice Eqn. Orifice Eqn. Orifice Eqn. Orifice Eqn. OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET 00.69 Seconds UD-Culvert x3.04 South Inlet, Culvert Rating 7/14/2016, 9:38 AM CULVERT STAGE -DISCHARGE SIZING (INLET vs, OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Bonilla Event Center and Horse Arena Basin ID: Proposed South Inlet STAGE -DISCHARGE CURVE FOR THE CULVERT 4869.33 4868.33 Stage (feet, elev) 4867.33 4866.33 4865.33 4864.33 4863.33 4862.33 O �o t Leo aro �a ID O 6 5 10 15 20 Discharge (cfs) L-- Stage -Discharge n Inlet Control a Outlet Control UCH-Culvert_v3.04 South Inlet, Culvert Rating 7/14/2016, 9:38 AM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: Bonilla Event Center and Horse Arena Pipe ID: Proposed Outlet lV Design Information tlnput) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So= n= D= 0.005 0.0130 12.00 2.09 ft/ft inches cfs Full -flow Capacity (CalculatedZ Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width :Critical flow depth Critical flow velocity Critical Depth Froude Number Af= Pf= Theta Qf= Theta = An = Tn = Pn = Yn = Vn = an = Flow = Fri, _ Theta -c = Ac= Te = 1e= Vc = Frc=- 0.79 3.14 sgft ft radians 3.14 2.53 cfs 1.97 0.58 0.92 t97 0.69 3.59 2.09 82.6% 0.80 1.81 0.51 0.97 0.62 4.11 1.00 radians sg ft ft ft ft fps cfs of full flow subcritical radians s€lft ft ft. fps UD-Culvert_v3.04 outlet, Pipe 7/1412016, 10:50 AM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project Bonilla Event Center and Horse Arena Basin ID: Proposed Detention Pond Status: Sheet Contains Warnings. See Culvert ErrorList Range C.esion Information (Inout}i Circular Culvert: Barrel Diameter in Inches Circular Culvert: Inlet Edge Type (choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Box Culvert Barrel Width (Span) in Feet Box Culvert: Inlet Edge Type (choose from pull -down tasty Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Peskin Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity o udfcd spreadsheet proposed, Culvert I L irrurriffriT cows VIC L6 newt last ..w*, :gin ID Is ........ .... ..... .....} i ; Sins $4 S as tz D =E 12 in. Grooved End with Headwall Height (Rise) _� _ . VI!i�dth @pen) = ft. Square Edge wt90-15 de2. Flared Winpwrall Nos cite a Osigm Kt 1 4880.25 4860.14 22.0 0.0130 0.00 I 1.00 0.20 0,68 1.88 0.99 -0.09 w Ube ft. elev. ft. elev. ft. Water Surface Elevation From Sheet "Basin" IL, linked) Tally/atter Surface Elevation ft (input tf known) Inlet Flowrate Culvert -Control chi (output) Outlet Flowrate Culvert -Control cis (output) Flowrate Into Culvert From Sheol "Outlet" (cfa, linked) Controlling Culvert Flowrate cis (output) Inlet Equation Used (output) 4860.25 0_00 0.00 - 0.00. 0.00 0.00 No Flow (WS < Inlet) 4860.50 01.00 0.30 0.70 0.32 0.30 Min. Energy. Eqn. 4861.00 0.00 1.60 1.45 1.22 1.22 Regression Eqn, 4861.50 0.00 - 3.40, 2.28 1,70 1.70 Regression Eqn. 4862.00 0.00 4.70 3.45 2.08 2.08 Regression Egn, 4862.50 0.00 5.70 ! 4.33 2.40 2,40 Regression Eqn, 4863.00 0.01 _ 6.60 -- 5.06. 2.68 2.68 Regression Eqn. 4863..50 0;00 7 4 5.71 2.93 2.93 Orifice Eqn. 4864.00 0.00 8,00 6.29 3.16 1116 Orifice Eqn, D.00 0.00 _ 0.00 0.00 #NIA _NIA No Flow(WS < inlet) 0.00 0.00 0,00 0.00 #NIA #NIA No Flow (WS < inlet) 0.00 - 0.00 0.00 0.00 #NIA SHIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 MCA #NIA No Flow(WS < inlet) 0.00 0.00 0.00, #14/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 x_0.00, 0.00 #N/A %NIA No Flow (WS < inlet) 0.00 0,00 - 0.00 , 0.00 #NIA IN/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 *NIA #NIA No Flow (WS < inlet) 0.00 0.00 000 0.00 #NIA UN/A No Flow (WS < inlet) 0.00 0.00 0.00 - 0.00 INIA UNAA No Flow MS < inlet) 0.00 0.00 0.00 0.00 - - MIA MIA No Flow (WS < inlet), 0.00 0.00 - 0.00 0.00 #NIA i #NIA No Flow (WS < inlet) 0.00 0.00 0,00' 0.00 #N/A #N/A No Flow WS < inlet 0.00 0.00 0.00 0.00 MIA #N/A No flow {WS < inlet) 0.00 0.00 0.00. 0.00 *NIA #NIA No Flow (WS < inlet): - 0.00 0.00 _ 0.00 0.00" #NIA MIA No Fiow1WS < inlet) 0.00 0.00 0.00 0.00 #N/A MIA No Flow (WS < inlet) 0.00 0.00 0.0D 0.00 SN/A IN/ = No Flow (WS < inlet) 0.00 D.00 0.00 0.00_ *WA . #14/A No Flow (WS < inlet) 4.00 0.40 - 0.00 0.00 - SN/A MIA No Flow WS < inlet 0.00 000 0.00 0,00 MIA_ *NIA No Flow (WS c inlet) 0.00 0.00 _ 0-00 MIA #14/A No Flow MS c inlet) 0.00 000 0.00 0.00 _ IIIN/A *NIA No Flow (WS < Inlet) 0.00 0.00 0.00 0.00 #N/A SHIA No Flow (WS < inlet) 0.0D 0.00 0.00' 0.001 #N/A MIA No Flow MS c inlet) o.Da 0.00 0,00 0.00 MIA #M/A No Flow (WS < inlet) 0.00 0.00 -O.aO 0.00 0.0D MIA *NIA No Flow (WS < inlet) D.410 0.00 0.00 MIA *NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 titt+l/A *NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 OVA Stith No Flow (WS < inlet) _ 0.00 0.00 0.00 0.00 SN/A #N/A No Flow (WS < inlet), 0.00 0.00 0.00 0.00 SHIA MIA No Flow (WS < inlet) 0,00 0-00 0.00 0.00 IN/A MIA No Flow (WS < inlet) 0.00 0.00 0.00 0,00 SUM _ #NIA No Flow MS c inlet) 0.00 0.00 0,00 0.00 #NIA I114/A No Flow (WS < inlet) 7/1412016, 40:55 AM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs, OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Detention Pond Stage (feet, elm,.) 4864.50 4864.00 4863.50 4863.00 4862.50 4862.00 4861.50 4861.00 4860.50 STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT I 4860.00 _ - 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Discharge (cfs) i udfcd spreadsheet proposed, Culvert 7114!2016, 10:55 AM Determination of Culvert Headwater and Outlet Protection1 Project: Bonilla EventCenter and Horse Arena Basin ID: Proposed North Inlet -_ L ec Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches inlet Edge Type (Choose from pull -down list) Box C ulvert: Barrel Height (Rise) in Feet. Barrel Width (Span) in Feet inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth CIRCLE 1 Lp V Soil Type: e One: r Supercritical Flow! Using Da to calculate protection type. Tai!water Depth for Design Adjusted Diameter 21/Adjusted Rise Expansion Factor Flow/Diameterz5 23. Flow/(Span * Rise's) Froude Number Tailwater/Adjusted Diameter �R Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation. HeadwaterlDiameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection =I 596 I cfs =I. Grooved Grooved End Projection F 18 ...• inches OR Height (Rise) = ft Width (Span) = ft No - Elev IN = Elev OUT = L= n= kb k% _ Etev Y, _ V= Y4 _ At= A= ke_ kr = ks = Y„= Ie d Li•= 1/(2`tan(6)) Cl/D^2.5 Fr = Yt/D = HW, _ HWc = HW HW/D = du, _ dso_ Type �a= T= 1 4861.26 4860.4 90 0.013 0 1 5 0660 1.19 1.77 0.20 1,63 2.83 0.82 0.94 1.22 ft ft ft ft fills ft ft2 ft' ft ft ft ft 1.16 Ift 6.58 2.16 Iftas/s 1.31 Supercritical! 0.52 1.38 0.86 4,862.64 0.92 3 in 6 in VL 5 3 ft ft Determination of Culvert Headwater and Outlet Protection Project: Bonilla Event Center and Horse Arena Basin ID: Proposed South Inlet @CK 2r-zi _ Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity CIRCLE ) rd S..., l fl_ RI NI ao, Soil Type: [Choose One: LO lon Supercritical Flow! Using Da to calculate protection type. Required Protection SOutput): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter Q&Adjusted Rise Expansion Factor Flow/Diameter2.$ Q Flow/(Span Rise' 5) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection I Q= 4.08 I cfs D =1 '15 inches Grooved End Projection V OaIR Height (Rise) = Width (Span) = No = Elev IN = Elev OUT = LY n= kb= = ElevY,= V= d= 1/(2.tan(e)) et/D^2.5 = Fr = Yt/D = HIM, _ HWo_ HW_ WED = d50 _ Type = LP= T= 0.50 0.82 1.23 ` 0.20 I 1.06 f .�y am�++ 2.26 0.81 E 0.82 1.03 6.27 2.34 1.02 0.49 1.20 1.10 4,863.53 0.96 3 6 VL 4 2 ft ft ft ft ft ft/s ft ft2 ft` ft ft°.sls Supercriticall ft in in ft ft Determination of Culvert Headwater and Outlet Protection Project: Bonilla EventCenter and Horse Arena Basin ID: Proposed Outlet Hrd t L M ECX *1 .t Soil Type: [Choose One: Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity O =I 2.09 leis ..__.� _...._ D4 - 12 inches I Grooved End Projection _.. V OR Height (Rise) = Width (Span) = No = Elea IN = Elev OUT = L= n= kb= kx = Elev V1 V= f ft ft ft ft ft ft ft/s Required Protection 'Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter ateAdjusted Rise Expansion Factor Flow/Diameter" OR Flow/(Span `' Rise") Froude Number Ta{lwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headvvater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yt= At= A,= Ice _ ki _ Y„= Vc_ d= 1/(2'tan(0)) _ Q/D^2.5 = Fr = YVD HWI = HWa = HW = HW/D dso_ dso_ Type = _ T= 0.40 0.42 0.79 0.20 0.68 1.88 0.69 0.62 0.81 5.65 2.09 0.80 040 0.90 0.91 4861.16 0.91 2 6 3 2 ft ft2 ft' ft ft ft ft ft ft° sts ft ft in in ft ft Natural Resources Conservation Service United Stites Department of Agriculture Trapezoidal Channel Section Participant: Bonilla Event Center and Horse Arena North Drainage Swale Location: Weld County County: Colorado Designer: AGPRO Date: 07/5/2016 Checker: Date: Hydraulics Formula, version 2.2.1 Slope: 0.005 ft/ft 'n'value: 0.03 5 Sideslope: 3:1 Bottom Width: 0 ft Depth of Flow: 1.1 ft. Width @ surface 7 ft Hydraulic Radius: 0.52 Area: 3.63 sq ft Velocity: 1.95 ft/sec Capacity: 7.06 cfs k I Trapezoidal Section `With @ surface 7 ft Depth (ft): siaa 1.1 len Bottom wiith (ft): Co � Slope Mt): ri.006 Mannings s N: Hydraulic Radius: 0.52 Area: 3.63 sq ft capack: 7.06 cis Velocity: 1.95 ft/sac Critical Depth: 0.81 ft J compute r Dint • Natural Resources Conservation Service United States Department of Agriculture Trapezoidal Channel Section Participant: Bonilla Event Center and Horse Arena South Drainage Swale Location: Weld County County: Colorado Designer: AUPRO Date: 07/5/2016 Checker: Date: Hydraulics Formula, version 2.2.1 Slope: 0.005 ftlfl 'n' value: 0.035 Sideslope: 3:1 Bottom Width: 0 ft Depth of Flow: 4.2 ft. Width @ surface 25 ft Trapezoidal Section - Width @ surface 25 ft 1W rvrvrvry SJ'PS AO rtirPeat wr.3r Af Pr.arr~~~~rre"p4 or- eteee ^revfs' pat ~Ire ry edam at ItS pe Depth (1QQ 1412 Bottan width (ft): �0 . Hydraulic Radius: 1.99 Area: 52.92 sq ft Velocity: 4.75 ft/sec Capacity: 251.53 cfs Slope (fklik): Fir Niannings N: I0035 Hydraulic Radius: 1.99 Area: 52.92 sq ft Capacity: 251.53 cfs Velocity: 4.75 ft/sec Critical Depth: 3.37 ft ..l1.~ M*i..i.i.• •11 M Nom.... Y h • Compute !: s• •••••••••••0114. e...ar.!..! Natural Resources Conservation Service United States Department of Agriculture Trapezoidal Channel Section Participant: Bonilla Event Center and Horse Arena Drainage Swale From Parking Lot Location: Weld County County: Colorado Designer: AUPRO Date: 07/14/2016 Checker: Date: Hydraulics Formula, Version 2.2.1 Slope: 0.005 ft'ft 'n' value: 0.035 Sideslope: 3:1 Bottom Width: 0 ft Depth of Flow: 1 ft. Width @ surface 6 ft i aa�c. tial ��ti a Hydraulic Radius: 0.47 Area.: 3.00 sq ft Velocity: 1.83 ft/sec Capacity: 5.48 cfs - Trapezoidal Section - Width @ surface 6 ft Own navOlen n~~~~~at # rr4.avetirnevawlatirrr At r.rarr~rieerr ~ srrvetaayeSPraaaaavavava.r Depth (ft): Er\ Exit I� _ K --Bytom width Kt): ICI Slope (ft/ft): 0.005 Mannings N: 0.0i Hydraulic Radius: 0.47 Area 3.00 sq ft Capacity. 5.48 cfs Velocity 1.83 ft/sec Critical Depth 0.73 ft Print Natural Resources Conservation Service United States Department of Agriculture Trapezoidal Channel Section Participant: Bonilla Event Center and Horse Arena Drainage Channel into Pond Location: Weld County County: Colorado Designer: AGPRO Date: 07/13/2016 Checker: Date: Hydraulics Formula, Version 2.2.1 Slope: 0.01 ft/ft 'n' value: 0.035 hrt k Sideslope: 2:1 Bottom Width: 0 ft Depth of Flow: 3.5 ft. Width @ surface 14 ft .. �. -- -r . - _., - -- Trapezoidal Section - Width @ surface 14 ft ea rirr+rri*OWev"►rveti.rvrvAOatPtPePeatPe Pe..vn.r►rvrtirr►ed'►r.-wry"wipe rypep eft awe evrvrverrrvneevat Depth (ft): 3.5 les Bottom width (ft): FC Hydraulic Radius: 1.57 Area: 24.50 sq ft Velocity: 5.72 ft/sec Capacity: 140.22 cfs Slope (ft/ft): Mannings N: 10.0a5 , Hydraulic Radius: 1. 57 Area: 24.50 sq ft Capacity: 140.cfs Velocity: 5.72 ft/sec Critical Depth: 3.14 ft STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Detention Pond Design Information (input): Width of Basin Bottom, W = Length of Basin Bottom, L Dam Side -slope (H:V), 4 = Stage -Storage Relationship. la Labels for WQCV, Minor, & Major Storage Stages (input) wt w IC 100.00 ' ft 300.00 ft 4.00 ftlft L 3. SIM ape Check Basin Sha Right Triangle Isosceles Triangle Rectangle Circle / Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': Water Surface Elevation ft (input) Pond Bottom 4860.25 4860.50 WOCV/10 Year WSE 4861.00 Side Slope (H:V) ftlft Below El. Onput) Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) 4.00 j 0.00 0.00 4.00 I 0.00 0.00 4861.50 4.00 100 Year WSE I 4862.00 4.00 0.00 0.00 OR... OR... OR... OR... (Use Overide values in cells G32:G52) MINOR MAJOR 020 J 0.81 acre -ft. acre -ft. acre- . acre -ft. Surface Area at Stage ft2 User Overide 0 Volume Below Stage ft3 (output) 0 Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) 0.000 0.000 Target Volumes for WQCV, Minor, & Major Storage Volumes (for goal seek) 0.00 0.00 4862.50 4.00 4863.00 4.00 0.00 0.00 Top of Berm 4663.50 4.00 48€4.00 4.00 0.00 0.00 25,321 26,276 27.250 I 28,244 30.161 3.165 16,064 29.446 0.581 0.073 0.603 0.369 0.626 0.676 0.00 0.00 0.00 0.00 31,607 33,053 35,157 43,319 57.921 0.648 0.994 0.692 1.330 73,363 89,528 0.726 1.684 0.759 2.055 106,580 0.807 2.447 #N/A #N/A #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #WA #N/A OVA #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #NIA #N1A #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A I #N/A #N/A #N/A #NIA #NIA #NIA #N/A #NIA #N/A #N/A #N/A #N/A #N/A #1/A #N/A #NIA #IV/A #N/A #N/A #NIA udfcd spreadsheet proposed. Basin #NIA #N/A 7/14/2016, 10:54 AM STAGE -S M ORA►GE SIZING FOR DETENTION BASINS Project: Basin ID STAGE -STORAGE CURVE FOR THE POND 4864.26 4863.76 4863.26 4862.76 Stage (ft. elev.) 4862.26 4861.76 4861.26 4860.76 4860.26 0.00 0.50 1.00 1.50 Storage (acre-feet) 2.00 2.50 3.00 udfcd spreadsheet proposed, Basin 7/14/2016, 10:54 AM I LAI U 2 O Yr Lu 0 Cr CO Project: Bonilla Event Center and Horse Arena osed Detention Pond Basin ID: Pro C v C 0 H n 0 g O c cZ a g 5 C 0 w C, O r U C to 80 0 C C t i 8E a 8 4 aeF Q O 2 C 0 t O a 3 g 0 11 to U a a 0 U n t -J H U 2 c to f w 41 co 0 c Sc .2 a 0 8 O H c p0 m 4. p ito 8o 0 M c C C 0 a F C .-s � R. f tat amt. 64 O a O o 0 0 0 0 0000# O 0 o D 0000 it o a t ;Le ti 11, 0 0 0000 0000 a 0 O 0000 O 0 N k a a a 3 : re C • a 7 3 Y O N H H • < d o m m O 8 O. C C g 4 o c P. 2 i t al 0 O C d' a m n c m c C a a O 0 3 3 N 0 LL 411 E7 dV *4 qT S4R44YNcy N rl N ei N ri N ni N r i 3.22 N en N Pi 3.22 3.22 NE+I N' N 40; n in P9 g into {y N. 444444 2 *- Z * Z: 7t. Z it 22 * it VDN# !LC z222221 it gaa44 it '2 it 2 it 2 it 2 * *NIA VMS VIN# 4444d4 2 it Z it Z it l it Y it 2 ISL ti. `t it' 4Ct 2 ilk 2 it Central Elevations. of Ron of Holes to feat _ _ Row 1 Row 2 Row 3 Row 4 Row 5 Row a Row 7 Raw 8 Row 9 Row 14 Row 11 Row 12 Row 13 Row 14 Row 15 Row 18 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 Collection Capacity for Each Row of Holes In cfs I —..�4 • __ r• 4 • • k I P. 0a CO 000000000000000000 Iti CO P. ag•O CO R' 40 P... W E. c0 • to `r 2 2 O ogcr 2 O 2 CH o 2 AS to 0 ttr coo 2 qi 2 0,8050 0,8050 #N/A 2 sk dd. a *+t d4dat+�aa444 r �k 2 at d at 2 at 2 3k Z Z a �CdQ#3d a 4 2 +Cd 2 at 4.33 4,87 Iti ��a��sDrsS��CA6�C3�d`�d•d+��$4Q'ft4'dQsC'4�Q4d�dQQ_dQQ'daC 4J (` O N iA O m O az @ 0 ' c E Cj 0 2i O r>a Q CaDh 0 O d a a m m Eb E4 a C! la 90 a 2 m@ Ci a p� 00 d C7 p 2 at 4t 2 at 2 at 2 2 it 2 3t 2 s! ` 2 Z it 2+ ie a* 2 it i t 7� t 2 it 2 ft n 000!000000.0000000000 iWiUiWWLuuuu �C<Cd�4 2z it i as 1�IhEi! 1ffliffluiiH I k it Nr- C umuaiuu CO c; Q O Cy 0 0 0 0 6 0 0 0 I 0.8050 as a ca a m 6 as 0 at n at It ak a a a a ie J Ik, at _ ik tt MwA I , at Y7 I r grg 2M1 1 ft 4- co*HI w ...., (4 ro ! gaga rni te; ri re; 4, _,... 0 Tr Q m as o cst E m A o c d c d 0 o C O CI T cc 8 r O a es r O a se cc I+ Q 0 m m CC m ' Hwet O • • m N gd a 711/2016. 10:441 AM tidied spreadsheet proposed, WQCV 711/7016, 10:Ap AM 1 H 0 a 2 0 IX Ui F- a. C {.0 I ..J a LLI r H O O try LLl C1� 2 4n W. 0 CO Project: Bonilla Event Center and Horse Arena used Detention Pond Basin ID: Pro STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 0 Q 2 i le er5 Cli Si m ca co 0 Q N co (halo `;aa) 05e4g 0 co co 0 c0 N N N N vj N N N N N c.6 Discharge (cfs) udfcd sprendaheet proposod, WOGS+ a to Lu IL O 0 ite re C) O CD z N co LLI ci O uJ re a a Event Center and Horse Arena 0 Proposed Detention Pond .. O c ro CO O 0 0 0 A °I Fr ✓ O O 0 co di tU4,0 0 . #2 Vertical Orifice I 1 #1 Vertical Orifice 4,82.00 U) 04 G; c32 4CsiW C> Ct CO 03 lets" 04 r a a) .S a - Cu u S s y a, O Ca 15 0 co 3 W cts Co 0 a w C) e 12 Lu •tsz 8 U a. 0 O 0 o CC CL O O) sr a 64 Ci c+ri mot' ° N I C -flow area C cu co [ 0)0,1 a 0 Li - Percent of Design Flow = Calculation of Orifice Flow Condition so U to 03 cr 9- 0 ..t i.lea 0.35 4'3 W it — C t— Il II II II H tirms 1 co V a) C 0 c, U Cla 4 z LL -C 0 a) ✓ O Ite 0 F- .r"ti r) ca a} 0 E v CO 0 C) O Q a) C 0 C7! a) Elevation of Bottom of Plate -C a CD C CO 0 +u a 2 co 0 0 C 03 0) ©C Ats C to C C7 Co cu • a- a 0 5 • 5 c • co t • � C ro a� a co en 3 • Ir a) W 0 C c a Ill La it- go D 7/14/2016, 10:52 AM co I - O 0 N CC 0 2 Q c, c) co co h1f T� V STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Detention Pond beer trim CABS Design Information (input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L = 20.00 feet Angie = 71.57 degrees EL. Crest = 4,863.50 feet Cw= 3.00 Cr = 3.00 Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cis (outr7Lit) Total Pond Release cfs (output) Water Surface Elevation ft. (linked) Total Spillway Release cfs (outputl 4860.25 - 0.00 0.00 = 0.00 0.00 4860.50 0.00 0.00 0.00 0.30 4861.00 0.00 0.00 r - 0.00 1.22 4861.50 0,00 0.00 0.00 1.70 4862.00 0.00 0.00 I 0.00 2.08 4862.50 0.00 0.00 0.00 2.40 4863.00 0.00 0.00 0.00 2.68 4863.50 0.00 0.00 0.00 2.93 4864.00 , 21.21 1.59 22.80 25.96 #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A (#NIA #N/A #N/A #N/A #N/A #N/A I, #N/A MIA #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #11/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #N/A #11/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A UN/A #NIA #N/A. #N/A #N/A #N/A fiN/A #N/A #N/A #IN/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 4N/A #N/A - #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UN/A #N/A #N/A► #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 1 #N/A #N/A #N/A 1 #N/A #N/A #N/A #N/A #N/A ' UN/A #N/A UN/A #NIA #N/A #N/A #N/A #N/A #N/A ##N/A #N/A h #1/A #N/A #NIA #N/A r #N/A #NIA I #N/A #N/A #N/A #N/A #N/A _ ' #NIA #N/A #N/A #N/A #NIA #14/A #NIA #N/A /#N/A #N/A #N/A #NIA► #NIA #N/A #N/A #N/A #NIA udfcd spreadsheet proposed, Spillway 7/1412016112:24 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Detention Pond r Stage (feet, elev.) 0 4864.26 - _ STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Storage (Acre -Feet) 0.5 1 1,5 0 5 10 15 Pond Discharge (cfs) 2 20 2.5 25 3 30 +.� TCTAL DISCHARGE SF *WAY D[SCK&RGE POND STORAGE udfcd spreadsheet proposed, Spillway 7/14/2016, 12:24 PM i _ STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Bonilla Event Center and Horse Arena Basin ID: Proposed Detention Pond Current Routing Order Is #3 Design information (Input): Circular Opening: OR Rectangular Opening: Routing OScr >v t((Standard) S1r. S EL t44es v W'.5, EL Mew 7Meer vWLS EL. WO HI WQ Routing Order 03 {Slagle Stage)). p W.S. EL. Nip' *ace' W 3 re. IVO HI RVQ VI a' a .d Diameter hi inches Dia. Width in Feet Length (Height for Vertical) Percentage of Open Area After Trash Rack Reduction Orifice Coefficient Weir Coefficient Orifice Elevation (Bottom for Vertical) Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) OPTIONAL: User-Overide Net Opening Area Perimeter as Weir Length OPTIONAL: UserNOveride Weir Length W= LorU= I Retain Gda *2 p W.3. EL. Males e, W L EL, Minus Ht eWS.EL WO Stt 1Z Roraiiag Order ea -Aral I EL. danj,aev gam E_Y a..,aar Yea a R a,aL-wat VI I. 1 #1 Horiz. #2 Hartz. #1 Vert. #2 Vert. I I 1.a0 1.00 0.76. 0.46 i 50 1€fQ 0.60 0.60 2465 - 486104 4 4,68025 1 Au = 0.50 Ao= Lw= 3.00 _ Top Elevation of Vertical Orifice Opening. Top = Center Elevation of Vertical Orifice Opening, Cen = 0.35 ft. ft. 4860.71 4860.48 inches ft. ft. ft. sq. ft. sq. ft. ft. ft. Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used). Horizontal Orifices Vertical Orifices Labels for WOCV, Minor. & Major Storage W.& Elevations input Water Surface Elevation ft (linked) WQCV Plate/Riser Flow cfs User -linked #1 Horiz. #1 Hartz. Wear Orifice Flow Flow cis cis out ut out 'tit #2 Horiz. Weir Flow cis out ut) #2 Horiz. Orifice Flow cis out eLit #1 Vert. Collection Capacity cfs lout ut) #2 Vert. Collection Capacity cis out a ut Total Collection Capacity cfe out « t Target Volumes i for WOCV, Minor, & Major Storage Volumes $iri lot •. al seek Pond Bottom 4860.25 322 0.00 0-00 0.00 0.00 0.00 0.00 0.00 4860.50 an 0.00 0.00 0.00 0.00 0.32 0.00 0.32 VVOCV 4861.00 3.22 MO 0.00 0.00 _ 0.00 122 0.00 1.22 486'1.50 322 2.81 1.70 0.00 0.00 170 _ 0.00 1.70 100 Year WSE 486.0 3.22 7.95 2.41 0.00 0.00 2.08 0.00 2.08 4$62.50 3.22 14.61 2.95 0.00 0.00 2.40 0.00 2.40 4$63.40 3.22 22.49 3.40 0.00 0.00 2.68 4.00 2.68 4$63.50 3.22 31.43 3.81 0.00 0.00 2,93 4.40 2.93 Top of Berm 4864.00 3.22 4131 4.17 0.00 0.00 3.16 0.00 3.16 3.22 #N/A #N/A #N/A 3.22 #N/A #NIA 3.22 #NIA #N/A 322 #11/21/A #N/A #N/A #NtA #14/A 0.00 NW/A 3.22 OVA #NIA ##J/A #NIA 0.00 #N/A 3.22 #N/A *NIA #M/A #N/A #N/A 0.00 #NUA 3.22 #NIA #N/A #N/A #N/A #N/A 0.00 #N/A 3.22 #N/A MIA #N/A #NIA #N/A 0.00 #N/A 3.22 #N/A #14/A _ MA #N/A #N/A 0.00 #NIA 3.22 #N/A #14/A #NIA #NIA #N/A 0.00 tN/A #NIA #1V/A #1V/A #N/A *WA #N/A 0.00 IN/A /lrl/A # IIA #EN/A #hl/A *WA #N/A 0.00 IN/A #1N/A #14/A #14/A MA #N/A #N/A 0.00 1 *NIA #NIA #Ni/A #N/A #14/A #1IA #N/A 0.00 #N/A #N/A #tV/A #N/A #1V/A #NIA ##N/A 0.00 #NIA #14/A #14/A #N/A #NIA #N/A #N/A 0.00 #NIA #14/A #N!/A #N/A #NIA #N/A #N/A 0.00 #NIA #N/A 0.00 1N/A #1d/A #NIA #14/1 #14IA #NIA #N/A ! 0.00 ON/A #*~1/A #14/1 #lrtlA #N/A #irl/A #N/A 0.00 #NJA #tWA ##VIA #N/A #NIA fA #NIA 0.00 #N/A #1411 #1V/A /A► #14/1 #N/A #NIA 0.00 #NIA #NIA 0.00 #NIA #N/J�4 #t1tlA, # iIAI #NfA #14/A MIA 0.00 SHIA #t/A t;rfV/A ! #NIA #tVIA OVA 0.00 _ #NIA #N/A #N/A MIA I #N/A #N/A #N/A 0.00 //WA tINIA #M/A #N/A #N/A #M/A #N/A 0.00 #NIA #N/A #N/A #N/A /N/A #tri/A #N/A 0.00 #N/A #14/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A - - #WA #hi/A #N/A *WA #N/A #NIA 0.00 *N/A #N/A #N/A #N/A #N/A #N/A #tv/A _ 0.00 #NfA #Ni1A #N/A #N/A #14/A #14/A *NIA 0.00 #N/A #14/A #N/A #N/A *NIA #N/A #N/A 0-00 #N/A #hf/A #11/21/A #N/A #N/A #N/A #NIA 0.00 #NUA #N /A ##N/A #N/A #N/A #N/A #1i/A 0.00 #N/A udfcd spreadsheet proposed, Outlet 7/14/2016, 12:25 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Bonilla Event Center and Horse Arena Basin ID: Propos4dDetentlion Pond STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4864.26 4863.76 4863.26 0 a) 4862.76 0 CP 0 C) 4862.26 4861.76 4861.26 4860.76 4860.26 0 0.5 1 1.5 Discharge (cfs) 2 2.5 3 3.5 udfcd spreadsheet proposed, Outlet 7/14/2016, 12:25 PM Bonilla Event Center and Horse Arena APPENDIX C 24 x 36 Maps i } L • ( ' Iyl L 41.t. 1 IC. e k r - 1 bier cG St isCP22 UP IN ri*L 2IN I41 - ti 1I�'r_ - � 1.—r i ( I` h r r - HISTORIC DRAINAGE MAP SIZE LCX AIICJN I I• BONILLA EVENT CENTER AND HORSE ARENA USE BY SPECIAL REVIEW USRXX-XXXX LOT A RECORDED EXEMPTION NO. 1307-11)-1 RE -4329 LOCATED IN THE NORTHEAST 1/4 OF SECTION 10, TOWNSHIP 2 NORTH, RANGE 65 WEST OF THE 6TH P.M. WELD COUNTY, COLORADO -4 LEGEND EXISIING GEC3LJNL} SIJNFACE CONrcti � AND ELEVA:IIGN. Fl — PfRCJPEPI'YUNE %; x • a- ,. S s. % -- ♦i, .i aa - -. i 1. 'r. " S V I r r ...if,._, s.. icc__•=, RO AGRICULTURE E3 • fax: 197:0 5532 .. cr.. .,y _ 5 1 .�`ti �; •�ti r. ,, J'- \1.J y,'Y F.� ... .,,_ •... 1r CENTER A R IC DR IN r l l : DSON, CD I -,—==T• HD -1 ,o, 4 PR'OPE PIT OWNER REYNALL)O BONILLA_ ME I.'L FENCE IMP) x >rT. x I / PORTICO EXISIING GAZE E IS IING C)IL AND C SIPIJCIIJI-'ES flip \. f-. PPOPEP I'i G!''T4EP FRANCE:4SARAI I LIVING 1RCJ111 N CAL AND (.3A) SEIBACK .I1'Pt OE OE iras i i } X ' Ii n Sfl QE PPCA'EPLY OWN LP CANNON LAND CO x I OE OE - CC OE OE CE x x X X 150' EASEMENT FOR PUI3UC SERVICE COMPANY OF C CJL•CA'AU0 1 LL tix '- --7:r r• .x �t = `•�. --.-' - -. E'X$TINC i ICH:3Eil'ENA EVEN .I C;EN I ER FF-**Ai&F(: -Er,.._ •--- x M1ry Y • _ r _ �e 7-4- . / ` -5,- - */ x 1 0E = OE IIIII BARN FF •1E65.SC I I I I I i:E CE EXISTING OVERHEAD ELECTRIC CE I; E I IO SE I RACK RO(UN P PEN rr 15' RCP CULVERT( 3 - dE OE- x�_---�-- T LEN PARKING; II II PROPOSED UE IENTIC3N POND voLumEt09A.C49 1C.0 WSEL4062.6 DRAINAGE CI IANNEL EXISTING C:CY' CULVERT INV IN iE€2!QS INV nit -1E6219 { f ti EXISTING AC:CESS '\ ' -ti,\ f f / { f f •II k aza ACCESSAND UTILITY EASEMENT GRADING AND DRAINAGE PLAN PASTURE II 1— I00 48f:4 48fie 4858 0+20 O+OO 18' RCPCdULVERT® N CAI WET STRUCTURE'AJITH 1 PCP OUTFLOW CULVERT EMERY; ENCY SPILL',';:; L 22C:- CREST ELEV :TO 5' 1=i pt I-,xtit P•IILLA BONILLA EVENT CEO 1TER AND HORSE ARENA USE BY SPECIAL REVIEW USRXX-XXXX LOT A RECORDED EXEMPTION NO. 1307-10-1 RE -4329 LOCATED IN THE NORTHEAST 1/4 OF SECTION 10, TOWNSHIP 2 NORTH, RANGE 65 WEST OF THE 6TH P.M. WELD COUNTY, COLORADO WI alas It.��4• a L 0*1T Pot LEGEND EXISTING GROUND SURFACE CONTOUR AND ELEVATION.- FT PROPOSED GROUND SURFACE CC:N I OUP AND ELEVATION, I- I PROPERTY LINE=. EXI$IING PENCE OE EXISTING OVERHEAD ELECTRIC O 0 0 PROI I OSED FENCE PFOFO'$E . CULVERT UPAJNAGE BASINS UP -1.1 NA•GE FLOW AFFO `N uP-JNA6ESWALE 1• • C. SEE PLAN VIEW (THIS SHEET) 1•c E`t' Pr1r\P cc FINISHED GPO!.IND SURFACE EXISTING GROUND SURFACE ODRAINAGE CI IANNEL F5aWS PM MOUE —rriID'-4 aaao®nn • l'1Q".C ire LPI.LtaM TYPICAL QUTLET STRUCTURE t oc-an 11.0s P umas rn/b W r-i SCLTla 'trlfl' ` n I i --ra ' i 'i y(}� • a - I - l T • RCM F: 40TTOSCfl F rtivitgl _"La V' M ant 'atm. '4t n AWL IOSY OR Y1ritli 7 1111 teed OR <Ja1Y 0001130 Oiti onov.in got Il[' papor w k? M4'ta''C M I R- aiC_AFi55J; IH TOPr Z c100104 Pi Maio ;pia; 'lat45 ORIHCE PLATE AND HICK LIE IAIL anraa cum was 1 r+ rifial instiuVSiII ‘Connie ealkU takItuMI• IMON P4 Ca n nellt i4 crt. 1 lej • 1rn1 s ancv[I i i t uaa rsa E{aIM x41-.' 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SlaU I anr,atu EUL NCI DOLL It SMICC In IUtt1IflItt1 RCM& suit) he Ca Or Id sci a9 Mee 7 M' GM rail Ida 14061 C M ' °di...: 0E IlitLL IC: polo „ S sr .ezi 0111. n oixi .1 Asa to W l .aa(a1 •aat ball Tn=fn ilae'ir se Ala MSS T_LL ISEM so ISM WV SIM 1a I SWAMI, rza1 aa'YIYi-S ---c inafcrs sacs Rita el nut' ✓ TIIPSK"iliK CL�ii O1 •3I 5aa-q'I WWI Wistl_ C[ IFS tall nu r* -t a'« C tee ION IOC SO0 OtioACIFfiva ft 14 •Lace. 1 OUTLET STRUCTURE aSC1117 SFtrr QUIRT VIM %MEL SUIT IR ISOICabe a .iY-Ir TO YY4i ICfnlntt'ai. cn Mei SECTCN B IBA RESTRICTOR PLAI E Ut I At 1 all Surr ORkt ROLL PC ROAM aria'[ rWnn 1110. rtmeaRRI rIOTIOn1 Slit Sr .Tait we fat 156 6CIITA l hat%t I i • Sean nra sat l I Was III'e, CM SUM_ Tin[S naaa t 0LOIra taw am= i La a If MSC knee ta' at1U utlanit • I SWIM Ma Cali, Ii *Watts i.sai Ind t5r Seats golabila flags *Ka 4 it -u [1 *PP iii MCI LIP 'st WI —. ■ ~ ua TStiza of 5rhilr rants traL it Sstn w Ina rar41iuclalc rim ar II ;nu "CO 60tilrSTRttt @' he Oa PROPC1SELU GROUND SURFACE t • I ow 4,9ei.c.5 EXIST ING C RCXJNU SEJEi-ACE 0+20 0+40 OD STORM CULVERT A C +60 0+80 4888 4884 4864 48(10 4860 4858 4858 - +0 t7 E 4!STING G1461 ND SUFFACIE PROPOSED GROUND SJRFAIC ----�--- IN4 L-4t.S' 0 *89Z 1'3' 4:16.92.01 -0+20 t7+00 0+2t7 STORM CULVERT B 0+40 4888 4868 4854 4864 48607 4660 4058 4858 MAI F: NO TO xr;.nl F 4868 PROPOS GROUND SURFAJCE 4884 EXISTING GIOUND SURFACE I. 0.14 486O -22.0" t' CLOD% if RCP 4856 0+60 0+20 0+00 0+20 0+4c :1O1 I: I : r —' V! is e --Em. STORM CULVERT C $041F! sEAC. 4 S - -- - - - r �S ii � t aaal� IIII �CJI PRO 1 JU F GR1CUETURE Ci. E• fax: 19iO53E •S vl-.. '� �1. , E ARENA PLAN [):1 `Nt1SU: Ill DVNT G (INV DNTCI D [011 ClNV 1 ]D IN3AA Vr111MOH S-.7_7 E ' G.1 2C:=4 PPOPEPIY ONNEF. REYNALDO L'ONILLA. METAL FENCE (TYR) OE scit OE OE OE OE OE -- OE OE - - -rte-:-=:113- 160 EASEMENT FOR PUBLIC SERVICE C;C: MPANY OF COLORADO PROPER IV ONNEP CANNCN LAND CO • T / f PORTICO I _ q _ , treereet N, I 1 J /J i -\-1 _ x EXISTING GATE .&:.7-./-7u. x EXISTING OIL AND GAS SIR JC:11 WES,(RY) SEE PLAN V'IE'D: (THISSHEE I i WCR 22 KEY MAP IF:1•P0W - z rtej LIPLF' I'i C!';,NLF P tN%I:i : r 1 I I-Fil l:4u : I U'.iING IF1JS1 OIL AND GAS SMACK ;1VP) OE OE OE EXISTING I IC• F' E iNtNA. EVENT CENTER FF - 48@(1.50 OE — I Il\I I BAPN FF v 49(96 F0 III I IN,. IIIII (BARN FF 18C'>i f C R • `~max.�- x -≥ 7 zi EXISTING ACCESS l \ J r EXISTING OVEPIIEADELECIMC x J Y _ 0E -- OE -11- ESE X r OE % OE -- - OE . OE OE OE D -.-1- U:. 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ELECTRIC PRCPPCSEC) FENCE PROPOSED CULVERT DRAINAGE FLOW ARROW ›- OP .� URAJNAGE S'WALE INLET PROTECTION OUTLET PROTECTION CONCRETE WASHOUT AREA VEHICLE TRACKING CONTROL SF'', y- EMERGENCY SPLLWAV ,rr ! tin -0.: r/9 4ir'. ,�:.•r�. c 'Li • 'Li] C ■ sii PRO 1 F :AGILICULTURE LII.. 24'u. E• fax: 197::} 63,1 `t rs: . ,y -J. .-..*-.17-.:"'i 7,1. �1�1 Y. J 2::(S.2...- •S. ~ • •'� v�1 5•�• • .. EVENT CENTEI fC) lON CON ( l l : DSl7N, ==T EC -1 3 Li = 4 mat WS TO $,i4 et s. warn as 1i1ac l7ancl. CCrn Kei'etk5 ii iti TETeIT+0R,�N_' 4UTLEJ P4 0TECRO? 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