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HomeMy WebLinkAbout1.0 Application.pdfGarfield County Community Development Department 108 86 Street, Suite 401 Glenwood Springs, CO 81601 (970) 945-8212 Invw.garfielcl-countv.com PRE -APPLICATION CONFERENCE SUMMARY TAX PARCEL NUMBER: 2407-171-17-001 PROJECT: LDS Church within the Battlement Mesa PUD OWNER/OPERATOR: Church of Jesus Christ of Latter Day Saints REPRESENTATIVE: Dennis Patton, P.C. Architects, Inc. PRACTICAL LOCATION: Battlement Mesa — Off of Sipprelle Drive ZONING: PUD — Medium Density Residential TYPE OF APPLICATION: Conditional Use Permit under Limited Impact Review process DATE: September 12, 2013 I. GENERAL PROJECT DESCRIPTION The Applicant proposes to build a church within the Battlement Mesa Planned Unit Development on a 3.145 acres parcel zoned MDR — Medium Density Residential. II. REGULATORY PROVISIONS APPLICANT I5 REQURED TO ADDRESS The County approved Resolution 82-121 on May 24, 1982 which provides the zone districts and the uses permitted in each zone district within the Battlement Mesa PUD (BMPUD). Under the MDR — Medium Density Residential zone district a "church" is listed as a "Conditional Use" The review process for a conditional use is to be administered is found on page 24, Section 10.0 SR Supplementary which states: "Where preceding general standards or the following supplemental regulations do not adequately describe what is permitted or required, reference shall be made to the officially adopted Garfield County Zoning Resolution of January 2, 1979, including the zoning amendment, adopted October 15, 1979, (79- 132) and to the officially adopted Garfield County Subdivision Regulations of January 2, 1979, and amendments of October 15, 1979." As a result, the County shall require that in order to build a church within the BMPUD, the property owner (or their designee) shall be required to render an application for a Conditional Use Permit (CUP) to the County. This application shall require the owner to demonstrate that they comply with the standards /criteria found in the County's zoning code on January 2, 1979, including the zoning amendment, 1 adopted October 15, 1979, (79-132). The process for the review of this CUP application shall be that of the "Limited Impact Review" process in the County's Land Use and Development Code (LUDO). III. REVIEW PROCESS Based on this, the process for the CUP will follow the process for a "Limited Impact Review" in Section 4- 104 of the LUDC. That process is provided here for convenience: 1. Pre -application Conference. 2. Application. 3. Determination of Completeness. 4. Schedule Public Hearing. 5. Evaluation by Director/Staff Review 6. Board of County Commissioners Public Hearing and Decision. III. SUBMITTAL REQUIREMENTS As mentioned above, the following submittals shall be required for a Conditional Use Permit Application: • General Application Materials (Fee, Application Form, Payment Agreement Form, Statement of Authority, Letter of Authorization, Deed of Ownership, Pre -application Conference Summary); • List of names and addresses of property owners within 200 feet of the subject property and names and addresses of all mineral interest owners of the subject property; • Narrative describing what is being proposed on the parcel; • Vicinity Map; • Site Plan; • Elevations; • Narrative addressing Section 5.03 of the Garfield County Zoning Regulations (January 2, 1979): (1) Utilities adequate to provide water and sanitation service based on accepted engineering standards and approved by the Board of County Commissioners shall either be in place or shall be constructed in conjunction with the proposed use. (2) Street improvements adequate to accommodate traffic volume generated by the proposed use and to provide safe, convenient access to the use shall either be in place or shall be constructed in conjunction with the proposed use. (3) Design of the proposed use is organized to minimize impact on and from adjacent uses of land through installation of screen fences or landscape materials on the periphery of the lot and by location of intensively utilized areas, access points, lighting and signs in such a manner as to protect established neighborhood character. IV. APPLICATION REVIEW a. Review by: technical review. b. Public Hearing: Staff for completeness, recommendation and referral agencies for additional _ Planning Commission X Board of County Commissioners _ Board of Adjustment 2 c. Referral Agencies: May include Garfield County Road and Bridge Department, Fire Protection Districts, Garfield County Environmental Health Manager, Garfield County Vegetation Manager, Garfield County Consulting Engineer, Colorado Parks and Wildlife IV. APPLICATION REVIEW FEES a. Planning Review Fees: $400.00 b. Referral Agency Fees: $ c. Total Deposit: $400.00 (additional hours billed at an hourly rate) General Application Processing Planner reviews case for completeness and sends to referral agencies for comments. Case planner contacts applicant and sets up a site visit. Staff reviews application to determine if it meets standards of review. Case planner makes a recommendation of approval, approval with conditions, or denial to the appropriate hearing body. This letter is valid for six (6) months commencing the date of this document. Disclaimer The foregoing summary is advisory in nature only and is not binding on the County. The summary is based on current zoning, which is subject to change in the future, and upon factual representations that may or may not be accurate. This summary does not create a legal or vested right. Pre -application Summary Prepared bv: A/144 0-71/ /a/ /3 Molly Orkil Larson, AICP, RLA Date 3 5.05.03 Yards: The following requirements shall be observed in all zone districts: (1) Through Lots: on lots extending from one (1) street to another paralleling street, both streets shall be considered as front streets for purposes of calculating front yard setbacks; (2) Corner Lots: on lots bordered on two (2) contiguous sides by streets, the required front yard setback shall be observed along both streets; (3) Two-family Dwellings: for purposes of setback calculations, a two-family dwelling shall be construed as one (I) building occupying one (I) lot; (4) Row House: for purposes of setback calculations, only those row houses which do not share a common wall with an adjacent row house need observe the required side yard setback for the district, provided that building code requirements for this type of structure are observed; (5) Partially Developed Frontages: on a vacant lot bordered on two (2) sides by previously constructed buildings which do not meet the required front yard setback for the district, the required front yard setback for the vacant lot shall be established as the averaged front yard setback of the two (2) adjacent buildings; where a vacant lot is bordered on only one (1) side by apreviously constructed building which does not meet the required front yard setback for the district, the required front yard setback for the vacant lot shall be established as the averaged front yard setback of the adjacent building and the minimum front yard setback for the district; (6) Projections: every part of a required yard shall be unobstructed from ground level to the sky except for projections of architectural features as follows: cornices, sills and ornamental features - twelve (12) inches; roof eaves - eighteen (18) inches; uncovered porches, slabs and patios, walks, steps, fences, hedges and walls - no restriction; fire escapes and individual balconies not used as passageways may project eighteen (18) inches into any required side yard or four (4) feet into any required front or rear yard; (7) Accessory Building in Required Rear Yard: an accessory building may be located ina required rear yard provided that not more than forty percent (40%) of the rear yard area is covered. Such building shall observe a seven and one-half (7 1/2) foot setback from the rear lot line when there is not an adjacent alley. An adjacent alley shall observe a ten (10) foot setback from lot line; (8) Accessory Structure in Required Yards: (Except as provided in Section 5.05.03(9), "Accessory Structures —Agricultural Property", which applies to the A/I, A/R/RD, RL (Gentle Slopes / Valley Floor), and DWC zone districts), a fence, hedge or wall may be located in any required yard provided that no such installation shall exceed eight (8) feet in height in a required side yard or rear yard, nor shall any such structure exceed three (3) feet in height in any required front yard. (Amend.2004-02) (9) Accessory Structures— Agricultural Property: a fence, hedge, or wall may be located in any required yard of the A/I, A/R/RD, RL (Gentle Sloes / Valley Floor), and DWC zone districts provided that no such installation shall exceed eight (8) feet in height and shall meet sight triangulation standards. A taller fence may be approved be the Board of County Commissioners by obtaining a Special Use Permit if shown to demonstrate that said structures comply with Section 5.03.028. For purposes of implementing this provision, the term "Agricultural Land" as set forth within C.R.S. § 39-1-102(1.6)(a)(W). (Added 2004-02) 5.06 SUPPLEMENTARY BUILDING HEIGHT REGULATIONS 5.06.01 Building Height Exceptions: Parapet walls may exceed building height limitations by four (4) feet; stacks, vents, cooling towers, elevator cupolas, towers and similar noninhabitable building appurtenances shall be exempt from height limitations of this Resolution. (F) Ideological Sign. A sign expressing philosophical concepts, including religious and political signs, etc. (A. 82-66) 5.07.04 Incorporation of the Uniform Sign Code: The Uniform Sign Code, 1979 Edition, of the International Conference of Building Officials, including all appendices, is hereby adopted by the County to provide minimum standards to safeguard life, health, property and public welfare by regulating and controlling the design, quality of materials, construction, location, size, electrification and maintenance of all sign structures not located in a building. Section 303.3 of the Uniform Sign Code, 1979 Edition, is hereby deleted. (A. 82-66) 5.07.05 Permits: (1) It shall be unlawful to display, erect, relocate or alter any sign without fust obtaining a sign permit from the Building Official, except as provided in subsection 5.07.06. (2) Once a sign permit has been issued, it shall be unlawful to change, modify or deviate from the terms or conditions of the approved permit without the consent of the Building Official. (3) The application for a sign permit shall be made by the owner or other persons having a legal interest m the property on which the sign is to be placed, or the authorized agent of the owner or other person(s) having a legal interest in the property. The application shall be made on forms provided by the Building Official and shall be signed by the applicant. Permit fees shall be established by the County Commissioners, as provided by resolution. (4) The owner of every freestanding sign or any sign which extends over any public way shall be required to furnish the Building Official annual evidence of insurance or bond coverage indemnifying the county from any liability incurred in the event of injury or damage resulting from the collision with or the fall or collapse of such sign by or onto persons or property within the public way. The amount oftherequired bond shall be determined by the County Commissioners. Such indemnification shall be required to be maintained in force as long as the sign extends over the public way. The owner of any sign extending over the right-of-way of a state highway shall provide the county with evidence from the State Highway Department that the sign meets all of the specifications of the State Highway Department. (A. 82-66) 5.07.06 Exemptions: • The following shall be exempt from the permitting provisions of this code: (1) Government signs for local, state and federal agencies (includes "Neighborhood Watch" signs, etc.) (2) Official government notices posted bygovernment officers in the performance of their duties. (3) Temporary decorations or displays which are clearly incidental to and are customarily associated with any national, local or religious holiday or celebration. (4) Temporary or permanent signs erected by a public utility company or construction company to warn of dangerous or hazardous conditions. (5) Names of building, dates of erection, monumental citations, commemorative tablets and the like when carved into stone, concrete or similar material or made of bronze, aluminum or other permanent -type construction and made an integral part of the structure. 5.07.07 (6) Painting, repairing or cleaning of an advertising structure or the changing of the advertising copy or message thereon shall not be considered an erection or alteration which requires a sign permit unless a structural change is made. (7) Real estate signs which do not exceed the maximum sign area per face, and meet other requirements for the appropriate zone district, shall not be required to have a permit. Other temporary signs meeting the requirements of these regulations shall not be required to have a permit. (8) Personal identification signs for places ofresidence, provided that there is a maximum of one (1) per residence and the sign does not exceed a maximum of two (2) square feet. (9) Political campaign signs, provided that they meet the provisions detailed under "Temporary Signs," Section 5.07.08. (10) Warning signs such as "No Trespassing," "Danger," "Do Not Enter," etc. (11) Any signs permanently affixed to a vehicle (i.c., advertisements painted on trucks, cars, etc.), except where vehicles are parked specifically for the purposes of advertising. (12) Signs over gas pumps which indicate gas prices, provided that such signs shall be limited to one (1) per pump island and shall be no larger than four (4) square feet per face, with a maximum of two (2) sign faces per pump island. (13) Works of fine art which in no way identify a product or business and which are not displayed in conjunction with a commercial enterprise, which enterprise may benefit or realize direct commercial gain from such display. (14) Ideological signs or signs of political or religious expression expressing the philosophical views of the owner shall be allowed without requiring a permit. These signs are subject to the requirements of Section 5.07.08(3) (A), (C) and (E). (15) Directional traffic signs which do not exceed four (4) square feet per face, which do not exceed six (6) feet in height above ground level and which do not carry any commercial messages or advertisements. (A. 82-66; 87-131) (16) Signs identifying a building as a place of religious assembly or as a religious institution, provided the sign is not rnore than 90 sq. ft. in a residential or agricultural zone or more than 150 sq. ft. in a commercial zone. Further the sign shall comply with Section 5.07.07(6). (Added 2004-08) Prohibited Signs: (1) There shall be no signs orictures of an obscene, indecent or immoral character such as will offend public morals or decency in accordance with constitutional standards. (2) There shall be no signs which imitate an official traffic sign or signal or which contain the words "stop," "slow" or other similar words. (3) There shall be no signs which are of a size, location, movement, content, coloring or manner of illumination which maybe confused with or construed as a traffic -control device or which hide from view any traffic or street sign or signal or which obstruct the view in any direction at a street or road intersection. (4) There shall be no freestanding signs placed at the intersection of two (2) streets within the triangular area defined by a line extending from a point thirty (30) feet from the intersection of curb lines along one (1) street to a point thirty (30) feet from the intersection along the other curb line. RT Ga field County 1 Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 (970) 945-8212 lyt�� j 7 13 www.garfield-county.com LAND USE CHANGE PERMIT APPLICATION FORM TYP,E.OF:AtPi3LICATIONsd, • c h: _ — — — — ■ Administrative Review Development in 100 -Year Floodplain = Limited Impact Review • Development in 100 -Year Floodplain Variance • Major Impact Review • Code Text Amendment • Amendments to an Approved LUCP ❑ LIR ❑MIR ❑ SUP • Rezoning ❑ Zone District ❑ PUD ❑ PUD Amendment • Minor Temporary Housing Facility • Administrative Interpretation • Vacation of a County Road/Public ROW • Appeal of Administrative Interpretation • Location and Extent Review • Areas and Activities of State Interest • Comprehensive Plan Amendment ❑ Major ❑ Minor • Accommodation Pursuant to Fair Housing Act • Pipeline Development • Variance • Time Extension (also check type of original application) INVOLVED PARTIES Owner/Applicant Name:Ocl l f' C', _ '1C C Salf c�pho e: ( Mailing Address: 50``�c\'-"`Pool- city: _C ,� State: U 1 Zip Code: 6-4 )5--O E-mail: Representative (Authorization Required) {� Name \\5 RD~ CH)11 Dc l� Phone: (C ) (1/9 ( L9 Mailing Address:c ? City:S} ~ C ci E-mail: j OD , Q vfl State: (yr Zip Code: `x-11 PROJECT NAME AND LOCATION Project Name: Parachute Independence -130 LDS Chapel Assessor's Parcel Number: 2407 _ 171 _ 17 _ 001 Physical/Street Address: Approx. 145 East Sipprelle Drive Legal Description: Section 17, Township 7, Range 95, Subdivision TOWN CENTER J filing #5, Battlement Mesa Block #3, Reception #513419 Zone District: MDR Property Size (acres): 3.154 PROJECT DESCRIPTION Existing Use: Vacant Property Proposed Use (From Use Table 3-403): Church Description of Project: Buildings: Stories Above Grade: 1 - Total square feet 5,823± square feet - Foundation - Waterproofing - Frame Wood - Floor Construction Slab - Roof Framing Wood Trusses - Glass - Exterior Doors Storefront - Roof Covering Asphalt Shingles- Interior Partitions - Gypsum Board - Floor Finish Carpeting - Interior Wall Finish Millwork - Interior Wall Finish Wall Coverings Interior Wall Finish Paint - Ceiling Finish Acoustical - Asphalt Parking Lot - Landscaping/Sprinkling - Concrete Walks. REQUEST FOR WAIVERS Submission Requirements 0 The Applicant requesting a Waiver of Submission Requirements per Section 4-202. List: Section: Section: Section: Section: Waiver of Standards 0 The Applicant is requesting a Waiver of Standards per Section 4-118. List: Section: Section: Section: Section: I have read the st•teme is above and have pr•uided the required attached information which is correct and gliato ,fit best of m k`. 08 OCT 2013 Signature of Property Owner Date OFFICIAL USE ONLY File Number: LT,Ril - Fee Paid: $ 4/CO. FIC Garfield County PAYMENT AGREEMENT FORM GARFIELD COUNTY ("COUNTY") and Property Owner ("APPLICANT") Agent - Dennis B. Patten agree as follows: 1. The Applicant has submitted to the County an application for the following Project: Parachute Independence -130 LDS Chapel 2. The Applicant understands and agrees that Garfield County Resolution No. 98-09, as amended, establishes a fee schedule for each type application, and the guidelines for the administration of the fee structure. 3. The Applicant and the County agree that because of the size, nature or scope of the proposed project, it is not possible at this time to ascertain the full extent of the costs involved in processing the application. The Applicant agrees to make payment of the Base Fee, established for the Project, and to thereafter permit additional costs to be billed to the Applicant. The Applicant agrees to make additional payments upon notification by the County, when they are necessary, as costs are incurred. 4. The Base Fee shall be in addition to and exclusive of any cost for publication or cost of consulting service determined necessary by the Board of County Commissioners for the consideration of an application or additional County staff time or expense not covered by the Base Fee. If actual recorded costs exceed the initial Base Fee, the Applicant shall pay additional billings to the County to reimburse the County for the processing of the Project. The Applicant acknowledges that all billing shall be paid prior to the final consideration by the County of any Land Use Change or Division of Land. I hereby agree to pay all fees related to this application: Billing Contact Person: Dennis Patten Billing Contact Address: P.O. Box 217 City: St. George Phone: ( 435 ) 673-6579 Billing Contact Email: pcarch@infowest.com Printed Name of State: UT Zip Code: 84771 thorized to sign: Den,' Patten (Signature 08 OCT 2013 (Date) RECEIPT Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601 - Phone: (970)945-8212 Fax: (970)384-3470 Invoice Number: INV -11-13-22713 Invoice Date: 18/2013 12:00:OOAM Plan Case: -limited Impact Review Applica Fee Name Fee Type Fee Amount Limited Impact Application Fee Fixed $400.00 Total Fees Due: $400.00 Date Pay Type Check Number Amount Paid Change 11/18/2013 Check 13776 Total Paid: $400.00 Total Due: $0.00 PAY TO THE ORDER OF RC. ARCHITECTS, INC. P.O. BOX 217 • (435) 673-6579 ST. GEORGE, UTAH 84771-0217 THE VILLAGE BANK 94 E. TABERNACLE ST. GEORGE, UTAH 84770 31-293/1243 13776 11/13/2013 Garfield County $ **400.00 Four Hundred and 00/100*********************************************************:*:t*************************************** Garfield County 108 8th Street #401 Glenwood Springs, CO 81601 Use Permit: Parachute LDS Church DOLLARS POO 113? 24 30 29 301: L L 0005? 7" C SPcinty Printers. Inc 900.733.4277 Monday, November 18, 2013 Gay. field County ,] STATEMENT OF AUTHORITY Pursuant to,C.11,5. 38- 0-172,tthe unc ersigned executes this Statement of Authority on behalf of Jrse.-f.1..ri,Sf cfLaffer Wray Sete, a Corpralion (corporation, limited liability company, general partnership, registered limited liability partnership, registered limited liability limited partnership, limited partnership association, government agency, trust or other), an entity other than an individual, capable of holding title to real property (the "Entity"), and states as follows: The name of the Entity is Corporation of the Presiding Bishop of The Church of Jesus Christ of Laster -day Saints a Utah Corporation Sofa and is formed under the laws of State of Utah The mailing address for the Entity is 50 E. North Temple Street, Salt Lake City, UT 84150.0304 The name and/or position of the person authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property on behalf of the Entity is Dennis Patten The limitations upon the authority of the person named above or holding the position described above to bind the Entity are as follows (if no limitations, insert "None"): Limited to Planning and zoning decisions related to construction of a meetinahouse located at 1-99 Sioorelle Dr,. Battlement Mesa. CO . Other matters concerning the manner in which the Entity deals with any interest in real property are (if no other matter, leave this section blank): EXECUTED this 13th day of december Signature: Name (print d): Edmund K. Howell Title (if any): Area Project Manager , 20 13 STATE OF Utah )SS. COUNTY OF Salt Lake The foregoing instrument was acknowledged before me this 1311' day of ._attrntbt, cam- , 20 / 4 ,a by VI n I� J on behalf of Edmund Howell AlVihart 1),04 - Victoria Lyn Bliss NOTARY PUBLIC - STATE OF UTAH My Comm. Exp, 07/30/2017 Commission # 669037 Witness my hand and official seal. My commission expires: 1 54 241 (Dat ) [SEAL] THE CHURCH OF JESUS CHRIST OF LATTER-DAY SAINTS IDAHO / NORTH AMERICA CENTRAL PROJECT MANAGEMENT OFFICE 50 East North Temple Street, 4VVVV Salt Lake City, Utah 84150-0304 September 24, 2013 Garfield County Colorado Planning and Zoning To whom it may Concern, As an authorized agent for the Corporation of the Presiding Bishop of the Church of Jesus Christ of Latter-day Saints, a Utah Corporation Sole, I hereby grant permission and authority for Dennis Patton to represent the Corporation in presenting and obtaining necessary planning and zoning approvals, Conditional Use Permits, Building Permits and other approvals related to the construction of a meetinghouse on a property located at 1-99 Sipprelle Dr. Battlement Mesa Colorado. °Lie Edmund K. Howell Area Project Manager Idaho/NAC Project Management Office 785364 04/29/2010 10:07:58 AM Page 1 of 2 Jean Alberico, Garfield County, Colorado Rec Fee: $11.00 Doc Fee: $35.00 eRecorded WHEN RECORDED RETURN TO: IDS Church Real Estate 50 E. North Temple 12th Fl Salt Lake City, UT 84150 PROP NO. 500-3631 File Number: NCS-407536-PHX1 SPECIAL WARRANTY DEED First American THIS DEED, Made this , between Battlement Mesa Office I, LLC, a_Colorado limited liability company a limited liability company duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and CORPORATION OF THE PRESIDING BISHOP OF THE CHURCH OF JESUS CHRIST OF LATTER-DAY SAINTES, a Utah corporation sole whose legal address is 50 East North Temple, 12th Floor, Salt Lake City, Utah 84150 of the County of Garfield and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of Ten AND NO/100 DOLLARS ($10.00) and other good and valuable consideration, the receipt and sufficiency of which is hereby acnowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with Improvements, if any, situate, lying and being in the County of Garfield, State of Colorado, described as follows: Block 3, Town Center Filing No. 5, According to the Plat recorded September 10, 1997 under Reception No. 513419, County of Garfield, State of Colorado. also known by street and number as: Vacant Land, Battlement Mesa, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or to anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possion of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, if any, of record. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. IN WITNESS WHEREOF, The grantor has caused Its corporate name to be hereunto subscribed by its cm. Mpmrwr and Manager and its corporate seal to be hereunto affixed, attested by Its Its: , the day and year first above written. Doc Fee: $ 35.00 Page 1 of 2 785364 04/29/2010 10:07:58 AM Page 2 of 2 Jean Alberico, Garfield County, Colorado Rec Fee: $11.00 Doc Fee: $35.00 eRecorded Battlement Mesa Office I, LLC, a Colorado limited liability com w its:4o,e ekeYvsertz''t1 oataat-fist State of Colorado )SS County of Garfield The foregoing instrument was acknowledged before me this o 1 a- day of 4a: 1 20i_ by Elitist 6C ilrntit Q , Its: 6014. IMY silts a rn9 r of a Colorado, limited liability company, on beh ; + e corporation. (seal) My Commission Expires 0611112011 Notary Public74 Commission expires Page 2 of 2 G/1,la0rr O. M \\`eoeot Pkwy 7c1,10 Jr�c>U i,attlement Pkwy E Battlement Pkwy 44), 7.' 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N.�,ktelg..�l&h.E.-.:.�1a..4sx�s;` .��at: .s,':.r4R S„['� ?: ::ilii ;i:(;'t<, RchestbcgR[0685.btt.the:al6pose(I.pTPPert}?�?; �`.i;:. .:.•'❑Yes []No; 6.R1. .: .,.. ... _. ., f 1,:q4 Vgiiie pjnpfc g.4 fh,e sei#,Iiiiig PEh4'p, 0?:4lDn be civpllilofxp[d to NRSlor�: ..d.:? `Jlnal relVetv,L7,Na iiryou "4v'...?.; -:;.5 (�, is .. :, i:;.,i .... , . NaturalResoures • -commendations, MfAervtt kits `I -t -ed bre 60 (i'xuan) waIl aA1.61 7Jsvr et, Etnaed to 41 1411-0 shall be emitted from any. Lot which is UnraaSonablY loud. . . annoying; and no odor Shall.:be.emitte“t0M'.A4TILot Which:1#'. noxious or offensive to .others: Section 25, No Mining and -Drilling, No Lgt shal.1 be used for the purpos-pf*ninguaitying,'drill.- ing, boring or exploring fOr.or romovLn'.oi.1, gas or .other hydrocarbons, minerais, rocks, stones, gravel or earth . • . • •.._ • •: • Section 26. Windmi,11s:Prohibited:* including without 1imitstionA../ina4i0/4felectricgenerat-... :ng, equipment; shall not..be..-conatt#0'ted."§r:placed on any Lot, . Section 27. Compliance:with Law. No Lot shall be used, oacupied,:aler.4.04.0'edmiFpmedr.repaited except in coiriPliance with a4: :rp rules, requireMentsi:Orders,'..ditePtion44 regulations of the United' Sta,740s...bf!.•Mi014;.;.!1$*.i.70 of: - Colorado, County of Garfield, and other governmental or lawful auth9ritY.,.14b*Eatl*tingAhe-- Lots or the improvements there0n4i.;:kii1/4-ii*teClandof. all their departments, bureaus Section 28. Additionalenentonditione. and Restrictions. 8y .SpeCifiCi04:*;40.**000tr#for Declarant, beclarant.may.subjeCtanY-*'ol*WtOOnVeyed. by such deed ta'ParticUlat:coVenant, 044#0401iPric.;,, tions applicable to the patekob.lar:P*44**11,40suOi... deed. • Section..29:. ''COnstruat.idi4erieptdon . Dur - .ng the course of actitalabnatti;a1.0nofany000it.4. structures or improvements On.anYt;;Oi*A0Izi0417errlj by written: instrument,,:yaiye tertain.:14'01,0P*0;dai.#444 in this Article VI to the extent Ii001.0tY.**111it***/?7, struction provided that; Auring:ihEcPUraebfh:.co*tri tion, nothing is done which will..reault.in,.aViola:tion,.Of any of such provisions upon CoMpletion:Ofs.cOnatruatiOn Section '30'; Deviations.the:RevieoarCWits.:. _ , - discretion,. is, hereby.petmitted:.to appi,077.0.deV.iations- n the protective Covedants.heteinabOve: Set•PUt; whete,. in its judgment, such deviations ivill,resUlt.in-amore-cOOMon beneficial use. Such approvals must Oe.gr,anted,lnwriting .. and when given, will become arpart'of.theee'restriCtiOns. • —., • PROJECT NORTH "n^ Z 0_ d O } W 1II2 iu ,BY9Sf M .Lt ZS.tfS g 18 wh J .os F eP\\\\ u\\9. / i / /1--. __ -- -47 -- _/ (r // Y_\ / / / / // // T rt — \--- — —v'o-c T; _ e1 ) �' / \ \ \ \ 0 O 1— U - W O / /,`� Li- - . n,-\� y�---aPI 4sinettillre. gE 3 5 5 , Z 55x55550 t;>€gRYHL Ej t ii O PI: I 1 iE °A11e1i� lg=ie�{Po? i! 19 j{ A° iq i 1! 111 °lit ii { ; �i !9 §;dig P`a @; I, 11; pig El Iii, it ji i pi, 1ri ` ES sa pi ,i!a ai ?;ii X19 :{d =1:°iP tl i 8 s 1 ! P° :i i iii ; h @ ie Pg �t ¢i 3 i b 1 Pi ' ti 1 ;l NI ,49t i ;� : 9 Es i e �a i II i1 ii iiti "i yy i E 1 tl �j° g ?1 9 1: 1 '.{{°, 6 It ?: aBB !E I 1il a1 sc{iI i �a g . 11 : i 1 i`{ P1i his t gmg { P ill i,, { 3a A gi s11i5s1 61111g�� lith 9 i {5 i III 1 {°i its5!1 t; Ii ill MI I 0 i�giiiieAiatl, °e it °P.siii{°�P5E6 i i hrn i 1 i i lhi !ii . ib� ;it6A i P P °fie kg, �1!i! t i Writ; :1{I .1! 1 3r1,; g 1 i3 t°I 4i a- W ';) '.4t'4ii1111'Pi��{11� "i'g@iii €11 =1Pi��5sYs, °eg t. 6{ 85 ;!a p1§i 11111 P sA P i s pa i i 111A -i ° 111 911 t0�ttilai1 P r1E i i1aj�; ;P is 1 ! 113111!{ .P"116 _ ) a. u. 07It 'r` •0 \»- 2°& m�\ . ,, el . [U rr , » \, 7 a re: - — Imo pot 41e a � 2 -f ! = a `; \� \J kel 101 07§! f Za al - / , ©-/ i = r: \, i % an ,. qz := / o f . ./_: \�.. a ---- Ly. »■ c. i ] ■ m 1 I * } _ �~ } . .] a. u. _s/flower seed will be planted to minimize any erosion and give a natural/native planting look around the exterior of the site (seed mix design shall be provided). Trees are placed at the frontage (name/type shown on planting plan) of the site facing Sipprelle Drive and future Arroyo Drive to also eliminate erosion to and from the site and deliver a more pleasing and beautified look around the site. No trees are being placed directly adjacent to property owners as to not obstruct views. The local public water and sewer utility jurisdiction has reviewed and approved the design of the connections to the building and have provided a "can and will serve letter" for the proposed construction. Dennis Patten — Project Architect COLORADO JJVE, E RING iacvr:rvralrn October 24, 2013 Mike Bradshaw P.C. Architects, Inc. 301 E. Tabernacle, Suite 206 St. George, UT 84770 RE: Traffic Projections & Impact Review LDS Chapel Parachute, CO Dear Mike: Colorado River Engineering, Inc. (CRE) has completed a traffic review for the proposed new LDS Chapel in Parachute, Colorado. This review letter is submitted to satisfy Garfield County Regulatory Requirements 4-203 (L) as part of the Garfield County Land Use Review process. Introduction The purpose of this study is to identify project traffic generation characteristics, to identify potential project traffic related impacts on the local street system, and to develop mitigation measures required for any identified impacts. The proposed property is vacant land and is situated along Sipprelle Drive (County Road 300C), east of the Mesa Vista Retirement Home and southwest of the Grand Valley Middle School. The site is currently going through a development review with the request to construct one new 5,823 sq ft building serving a total occupancy of 250 people mixed use with office/classroom (82) and worship (168). Per the applicant, there are no intended weekday activities other than minor cleaning and isolated usage, and the peak scheduled meeting times for the chapel is Sunday between 11am and 2 pm. Existing Roadway Network Access to the proposed development is regionally by 1-70 and the Parachute Exit No. 75. From I- 70, access is easterly along the main Battlement Parkway, to either Spencer Parkway or E. Battlement Parkway. Sipprelle Drive connects to both parkways and the project site is centrally located on the southern side of Sipprelle Drive. Sipprelle Drive currently has the Middle School, Mesa Vista Living Facility, and portions of the main commercial center providing tributary traffic to the roadway network. There are no peak hour turning movement or daily volume counts on file with Garfield County for this interior location. Battlement Mesa (CR 300) has data from 2002 in which the average daily traffic (ADT) was 2527. Per the 2011 HUTF County Road Inventory Report, Sipprelle Drive is in Good Condition. As typical with the circulation roadways in Battlement Mesa, Sipprelle Drive is a wide 44 -ft paved roadway with minor existing traffic loading. Grace Bible Church and P.O. Box 1301 I Rifle, Colorado 1816.50 970.625.4933 (office) 1 970.319.9744 (cell) 11 Page Cc..LOR.AoO ENGINEERING i!..:r,aroenrcn All Saints Episcopal Church are located within close proximity and are conducing Sunday services in addition to the proposed use. Peak hour volumes may be higher along Spencer Parkway on Sundays due to these existing uses. There will be no weekday traffic influences that would disrupt the operations of the Middle School. 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) utilizing national statistical modeling. The ITE has established trip rates in nationwide studies versus specific land uses. ITE has identified trip generation rates for Church (ITE Institutional Land Use Code 560), which covers the anticipated trip generation from this proposed development. Traffic Generation per ITE is as follows in Table 1. Table 1-- LDS Chapel Project Traffic Generation Sq. Ft per 1,000 5.823 Sunday Avg Trip for Peak Hour Avg Vehicle Trips 11.76/1,000 sq ft 69 trips Trip Distribution The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches from a given direction and departs the site back to the original direction of arrival. Due to the central location, it is projected that there will be a 50%/50% split between north and south, or vehicles travelling to Spencer Parkway or E. Battlement Parkway. Traffic is contained locally within the Battlement Mesa Planned Unit Development Area, Town of Parachute, and surrounding unincorporated Garfield County areas. Recommendations Based on the analysis presented in this letter, it is the opinion of Colorado River Engineering that the weekend peak day use (Sunday) will be successfully incorporated into the existing roadway network. There may be minor delays in the access to/from the site during peak Sunday times, however the split between two parkways will keep flow moving. The proposed project development and expected traffic volumes result in the following recommendation: 13 A R1-1 "STOP" or R2-1 "YIELD" sign is recommended at the driveway access approach into Sipprelle Drive (County Road 300C) to identify the public street has the right-of- way. P.O. Box 1301 I Rifle, Colorado 181650 970.625.4933 (office) 1 970.319.9744 (cell) 21Page OLOR DO) =� r ENGI,NEERINCG ,scorrur.nrt:n • All traffic improvements should be incorporated into the Civil Drawings, conform to Garfield County standards, as well as, the Manual on Uniforrn Traffic Control Devices (MUTCD) latest edition. • Future improvements of the site, expansion of facilities or daily uses, should be evaluated at the time of those applications and may change or alter the design recommendations of this letter. If you have any questions, please do not hesitate to call at 970-625-4933. Best Regards, L l e/_rti !1' Gregory G. Shaver, P.E. Principle Engineer II Vit:\crejobfiles11018-lds chape1\20131024-traffic revicw.docx P.O. Box 1301 ( Rifle, Colorado 181650 970.625.4933 (office) 1 970.319.9744 (cell) 31 Page 1 1" Battlement Mesa Metropolitan District Aeze October 7, 2013 401 Arroyo Drive / P.O. Box 6116 / Parachute, CO 81635 Tel: (970) 285-9050 / Fax: (970) 285-9631 Mr. Fred Jarman Garfield County Community Development 108 8th Street, Suite 401 Glenwood Springs, CO 81601 RE: Water & Sewer Service, Church of Jesus Christ of Latter Day Saints Dear Fred, The Church of Jesus Christ of Latter Day Saints is proposing to construct a church within Block 3, of Town Center Filing #5, Battlement Mesa, identified as parcel number 2407- 171-17-001 of the Garfield County Assessor's records. This parcel is within the boundaries of the Battlement Mesa Metropolitan District and therefore eligible for water and sewer service to be provided by the District. This letter shall serve as documentation that the BMMD will provide water and sewer service to the church. Sincerely, Steve Rippy 777 District Manager * SERVING THE COMMUNITY * WATER & WASTE WATER OPERATIONS * ACTIVITY CENTER * ASSOCIATION MANAGEMENT 'u'ici OF's VIb'ueped .0 siuua0 S13311HOilb'�'d 0 01© i P.C. ARCHITECTS, INC. PO Box 217 St. George, UT 84771-0217 435 pcarch@info December 15, 2013 Garfield County Planning and Zoning To whom it may concern, E I The proposed church facility designed for The Church of Jesus Christ of Latter Day Saints will be constructed on parcel #2407-171-17-001, 3.154 acres of the Battlement Mesa Block #3 Subdivision. This building will conform to the 2009 International Building Code and the Garfield County requirements. Construction will include; concrete footing and foundation with slab on grade, wood framing including engineered wood trusses, brick and El FS exterior, painted drywall interior, asphalt single roofing and a prefabricated metal steeple. The proposed site layout will have 54 parking stalls with a single access drive off of Sipprelle Drive. This parking lot allows for a second drive when future development of a public road to the southeast of the property takes place. A traffic impact review has been conducted by Colorado River Engineering and is being provided. This review states that "peak day use (Sunday) will be successfully incorporated in the existing roadway network." The review recommends the use of either R1-1 "STOP" or R2-1 "YIELD" sign at the driveway access to identify the right-of-way for Sipprelle Drive. This project will provide a R1-1 "STOP" sign. Through the position of the building and use of features such as chain link fencing, landscape materials, and parking lot lighting, the proposed project minimizes impact from and to adjacent properties (see attached drawings). The building was positioned on the northern portion of the property so as to keep the southern portion of the site un -obstructed and un -disturbed, this minimizes the impact to adjacent property owners at the south. The parking lot lights are directional lights (directed downward) and as conveyed on the site lighting plan the luminance and location of said lights are positioned nearest the building, not around the parking lot, this minimizes any exposure to adjacent properties (a cut sheet of the light fixture shall be provided). A native LDS Chapel Development Parachute, CO Garfield County DRAINAGE REPORT February 3, 2014 Prepared for: Mike Bradshaw P.C. Architects, Inc. 301 E. Tabernacle, Suite 206 St. George, UT 84770 Engineer: Gregory G. Shaner, PE Colorado River Engineering, Inc. P.O. Box 1301 Rifle, CO 81650 (970) 625-4933 EXHIBIT 22. S\ ENGINEERING INCORPORATED INTRODUCTION Colorado River Engineering, Inc. (CRE) has completed a drainage study for the proposed new LDS Chapel in Parachute, Colorado. This report is being submitted to satisfy the Garfield County Regulatory Requirements outlined in Section 4-203 (E) of the Garfield County Land Use and Development Code. The subject property where the proposed LDS Chapel is to be built is located along Sipprelle Drive, east of the Mesa Vista Retirement Home and southwest of the Grand River Middle School. A general location map has been attached as Figure 1. The site is currently going through a development review with the request to construct a new 5,823 sq ft building. The development of the property will result in an increase of impervious areas due to roofs and parking areas. Regulations require the development to provide mitigation for storm events so that the increase in runoff does not increase flows to downstream property and provide water quality measures per the Colorado Department of Public Health and Environment (CDPHE). This report provides calculations of the storm events and a description of the methods utilized to mitigate the increased rate of runoff. The analysis also demonstrates that the construction of the proposed storm water conveyance systems within the project can adequately carry flows and the proposed development along with downstream property will be protected from flooding. DESCRIPTION The project is tributary to the current storm drain ditch system that parallels Sipprelle Drive which is ultimately tributary to the Colorado River. Currently, the property is bound by a small berm paralleling Sipprelle Drive to the north, an existing driveway/access road to the southeast, and a large grass lined swale to the south west. DRAWINGS The following drawings are attached in support of the engineering calculations. Figure 2 - Existing Drainage Basins Figure 3- Proposed Drainage Basins Site Plan drawings showing proposed improvement details are submitted separately. BASINS The designation of basin boundaries is shown on the drawings provided. Two historic basins were delineated as shown on Figure 2 while twelve developed basins were delineated as shown on Figure 3. There are not any offsite basins that are tributary to the property. Proposed developed runoff will be conveyed using a combination of open grassed swales, pavement with concrete gutters, storm inlets and area drains, and a storm pipe network. Flows will be conveyed to a detention pond at the northwest corner of the property where a two stage Drainage Report Page 1 2/3/14 COLORADO RIVER ENGINEERING I K CORPOR A TI:D outlet structure will provide water quality and the necessary detention to match historic discharge flow rates. METHODOLOGY The peak runoff flows for the analysis were determined using the Rational Method. The Urban Drainage Flood Control District (UDFCD) Rational Method Spreadsheets were utilized to calculate design flows. Design criteria established by Garfield County require that the peak discharge rate does not exceed the pre -development peak rate for the 2 year and 25 year storm events. The County also requires that stormwater detention facilities must demonstrate that there is safe passage of the 100 year event without causing property damage. Based on the NOAA Atlas 2, Volume 3 precipitation maps that cover the project area, the 1 hour rainfall for the 2 year, 25 year, and 100 year 24 hour precipitation events were estimated to be 0.56, 1.10, and 1.43 inches respectively. The rainfall data is included in Appendix A. The type of ground cover and soils affects the runoff volume from a site. The USDA NRCS Web Soil Survey was utilized to determine the soils data. The survey determined the soil types within the limits of the project as 97% 56 -Potts Loam and 3% Potts-Ildefonso Complex with a hydrologic soil group rating of "C" for both soil types indicative of slow rate of water transmission. Soils data is included in Appendix A. Runoff Coefficient Numbers were calculated in the Rational Method Spreadsheets and are determined based on the impervious area within each basin. The travel lengths and time of concentration (travel times) were also calculated in the spreadsheets and based upon overland flow, shallow concentrated flow, and channelized flow characteristics. The site was analyzed for the pre -development (existing) and post -developed (proposed) conditions to determine the potential impacts to the area with respect to runoff flows. Appendix B includes the supporting Rational Method Spreadsheets and other hydrologic analysis. Appendix C summarizes the hydraulic analysis. HISTORIC CONDITIONS The existing topography of the site directs the runoff from southeast to the northwest. Historic flooding sheet flows across the property boundary to a general swale in the middle of the property and to a large grass lined swale bordering the southwest of the property. These swales convey flow to an existing pipe at the northwest corner of the property and into the offsite storm drain system. Table 1 on the next page summarizes the runoff calculations for the existing conditions. DEVELOPED CONDITIONS Development of the commercial parcel will include a building, peripheral landscaping, and asphalt parking lot construction. Site runoff from the building and parking lot will sheet flow from the building and parking lot to proposed drain inlets as shown in Figure 2 and the separately submitted design drawings. Other flows outside of the building will be conveyed to Drainage Report Page 2 2/3/14 COLORADO ENGINEERING I X C ORPOR A TID area drains and into a storm pipe network, ultimately discharging into a detention pond at the northwest corner of the site. The project will increase the amount of impervious area and consequently cause an increase in peak runoff conditions from the historical state of the property. The increased flow will be captured in the detention pond and will be discharged through a two stage structure to match the historic discharge flow rates. The following Table 1 summarizes the runoff calculations for the proposed conditions. Table 1- Runoff Calculations Summary Existing Conditions Onsite Basins Basin - Area (acres) Total Area and Imperviousness Imp. Area . Percent Imp. Runoff C-2 Coefficient C-25 C-100 Intensity 1-2 - (Inch/hour) 1-25 1100 Peak Q-2 Flow (cfs) I Q-25 Q-100 EX -1 0.29 0.00 0.00% 0.04 0.37 0.50 1.86 3.66 4.76 0.02 0.39 0.69 EX -2 3.05 0.00 0.00% 0.04 0.37 0.50 1.49 2.93 3.81 Ir 0.18 3.31 5.81 Proposed Conditions Offsite Basins Basin Area (ac Total Area es) and Imperviousness Imp. Area Percent imp. :. Runoff C-2 Coefficient. C-25 C-100 Intens'ty 1-2 - (inch/hour) 1-25 1-100 Peak Q-2 Flow (cfs) Q-25 Q-100 P-1 0.34 0.00 0.00% 0.04 0.37 0.50 1.86 3.66 4.76 0.03 0.46 0.81 P-2 0.44 0.09 20.45% 0.17 0.45 0.55 1.62 3.18 4.14 0.12 0.62 1.01 P-3 1.12 0.01 0.89% 0.05 0.37 0.50 1.53 3.01 3.91 0.08 1.26 2.20 P-4 0.46 0.45 97.83% 0.85 0.90 0.93 1.90 3.73 4.85 0.74 1.55 2.07 P-5 0.01 0.01 50.00% 0.34 0.53 0.60 1.90 3.73 4.85 0.01 0.02 0.03 P-6 0.10 0.02 20.00% 0.17 0.44 0.55 1.90 3.73 4.85 0.03 0.17 0.27 P-7 0.14 0.08 57.14% 0.39 0.56 0.62 1.90 3.73 4.85 0.10 0.29 0.48 P4 0.22 0.04 18.18% 0.16 0.44 0.55 1.90 3.73 4.85 0.07 0.36 0.59 P-9 0.33 0.01 3.03% 0.06 0.38 0.51 1.67 3.27 . 4.25 0.03 0.42 0.72 P-10 0.44 0.04 9.09% 0.10 0.41 0.53 1.55 3.05 3.97 0.07 0.55 0.92 P-11 0.16 0.01 6.25% 0.09 0.40 0.52 1.71 3.37 4.38 0.02 0.21 036 P-12 0.04 0.00 6.25% 0.09 0.40 0.52 1.90 3.73 4.85 0.01 0.06 0.10 Notes: NRCS Soil Type for all basins is Type C (Hydrologic Soil Group) Soils. Summary values for 2 year, 25 year and 100 year storm events. WATER QUALITY AND DETENTION The proposed developed peak runoff for each basin is summarized on Figure 2. The runoff is to collect in area and inlet drains throughout the property and discharge at the northwest corner of the property in a detention pond. Flows will then be released through a two stage outlet structure to match existing flow rates. The area drains and curb inlets were checked for allowable capacity for the 2 year and 25 year storm events and all are capable of capturing the respective basin flows without overtopping and bypassing flow. The proposed storm pipes were checked for size capacity. The sum of flows for Basins P-4 through P-12 was added for the 25 year event (3.63 cfs) in order to size the pipe from the inlet at Basin P-4 to the detention pond. A 15 inch pipe half full at 1% slope has the necessary capacity for 3.63 cfs. The sum of flows for Basin P-5 through P-12 was added for the 25 year Drainage Report Page 3 2/3/14 COLORADO IVE ENGINEERING INCORPORATED event (2.08 cfs) in order to size all other pipes in the storm pipe network. A 12 inch pipe half full at 1% slope has the necessary capacity for 2.08 cfs. Supporting calculations can be found in Appendix C. The outlet structure discharging from the detention pond will need three basic components. The first is a vertical structure such as a 2.5 foot tall, 1.5 foot square box (or equivalent) with a water quality drill pattern on the front face. The calculated pattern in this case is a plate with 5 rows of 4 holes (3/8 inch diameter), spaced 6 inches vertically apart (Labeled as WQ in schematic below). The second component of the outlet structure (Labeled H1 in the schematic below) is a 1.5 foot square opening on top of the box with a trash rack to release flows above the water quality capture volume. The releases through the water quality orifice plate holes and entering through the top of the box shall discharge through the third component of the structure. The third component is the discharge pipe (Labeled V1 in the schematic below) which will need a restrictor plate on the face of some sort with a required flow area of 0.32 square feet. See the diagram below for a basic schematic of the outlet structure. The UDFCD Detention Spreadsheet was utilized for calculations and can be referenced for sizing components of the outlet structure (Appendix C). Outlet Structure Schematic, UDFCD Detention Spreadsheet FLOODPLAIN The project is currently outside of the 100 -year Floodplain as delineated by the National Flood Insurance Program, Flood Insurance Rate Map 080205 1315 B Revised January 3, 1986. Appendix D contains a FIRMETTE map created from the fema.gov website map service center. The grading, excavation, and development of the property will not have an impact on any FEMA flood boundaries. STORM SEWER CONVEYANCE SYSTEM Currently there is an existing stormwater system paralleling Sipprelle Drive that appears functional. The proposed stormwater system improvements will be conveyed using a combination of open grassed swales, pavement with concrete gutters, storm inlets and area inlets, and a storm pipe network. The drainage will collect at the northwest corner of the property in a detention pond via a series of 12 inch and 15 inch HDPE pipes. The flow will discharge through a two stage structure into the current stormwater system. Drainage Report Page 4 2/3/14 COLORADO ENGINEERING INCORPORATED STORM WATER QUALITY/EROSION CONTROL The Colorado Department of Public Health and Environment (CDPHE) requires the applicant submit a Construction Activity Permit for projects over 0.5 acre and more than 500 cubic yards of excavated dirt. The site restoration will also be subject to a Stormwater Permit regulated by the CDPHE and will require a Stormwater Management Plan (SWMP) establishing temporary BMP's. The Construction Activity Permit, Stormwater Permit, and SWMP shall be submitted by others and not by CRE. Best management practices (BMP's) shall be employed as the site is constructed and maintained until revegetation is established. BMP's may include seeding and mulching, straw bale dikes, stabilized construction entrances, and any other measure required to reduce sedimentation, dust, or mud tracking from the site. CONCLUSIONS The storm drainage analysis provides calculations indicating that the drainage approach proposed for the project is feasible and meets standard engineering design guidelines. Future analysis and review will be required for any additional development on the site. The water quality detention and structures have been designed to accommodate specific site basin capacity as outlined in this report. The site discharges into the existing stormwater system paralleling Siprelle Drive with no adjacent property impacts. The project is not located in the 100 -year floodplain. Drainage Report Page 5 2/3/14 APPENDIX A NRCS Soils Information & NOAA Rainfall Data J \ N \\%\\\ 'N 1 \I 0.519.5.� I ' 1 \r rJGY`cro'xt SESS / c bSS. a /i � \ :\ �/ aKrV ESS liC 1 o i �:C_ r N IAC el C OSLil SS� -0£SS- N c 42 o N O LL _a m a ey c 00 G 0 N N O N 0 N O a 0 In 0 0 G N D C N N in .-i O N N O t0 M O C N N co O a N O M O 0 O 0 O :SS 113 N ti m tn coo co opo Ln co co ID M CO m .-i 0 M M n M M M (0 n M n M I0 CO N ID '-f m O m ti O m 0) ti O Ol '-i O 01 0 Y 0 C oo N u 0 7 K • N U 0 O N Ln O O u1 O 01 O O ID O N N O N O M Ln O n m 0 0 n m 0 O m M d 0 ID Ln 0 0 0 O O O O 03 00 O m O N. r O m m 0 ID ti O O. E • C C 0.1 ▪ 2 7 0 O O Lc, O N 0 0 N O o\° N W / APPENDIX A NRCS Soils Information & NOAA Rainfall Data Mb.1 ,801 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties M b1 .I .901 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties MAP INFORMATION MAP LEGEND The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. G o N O Nj OI p N m N o p n C v U W a)W E U° N Y N@ R N f 3 C N o. 2 A MQ€Lco a v � D °° _°c E ink ma HE w 'o -t : is N Fp'E CD E .Q 4`Quni va'Ev $ (7 a N "om E .�c`ro §Wmy CO `o co 0 co) 6 c 0 WO Z cO p a. N a Z d N" ' c E" U0 47 W cENtan oCm 0.."- Np Ey Kmo ' N —• CQ1 ach m� .O p N2NOrn p N Q �ctrCN 2 O 9 o T dTw tEco a) yi a°92 Eo c o. �a m CEr°soo• m a o m a a) (1. � ai Ea`m Em vaawaowa n°.9 8 '^ m h a c yzwani�9 c�E rny :? 16mco ro10- vwcv 3mh u E b a cm m g bo00=2 E ❑ o o N .�N tcas2 =«v vQ N ° E ° o c 8 .2 8 a) o f 2" a 0. m ° a O; 0.E fn �iU a9< U i--.6 co Ufn N O ❑ N F- E O Nco C T o 0 t y N N C y i 2 o b co 0 N E m O 2 K N E E m O U U 0 Z ro- 2 N G K o 2 JO 9 N m GC L G ji ll Y N - m O N N N C C 0 0 0, a a v v a N e 6 0 0 Q C O Ea �< a m m U o z< a co m U m o Z << a m m 2 1. oE1EI❑EM❑❑❑N l l 1, t 1:.°45E3808 o < Y°1 Aerial Photography N n N snto N 0 co a Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Rifle Area, Colorado, Parts of Garfield and Mesa Counties (C0683) Map unit symbol Map unit name Rating Acres in A01 Percent of AOI 56 Potts loam, 6 to 12 percent slopes C 3.4 96.9% 58 Potts-Ildefonso complex, 12 to 25 percent slopes C 0.1 3.1% Totals for Area of Interest 3.6 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 1/30/2014 s Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff:None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 1/30/2014 ;� Conservation Service National Cooperative Soil Survey Page 4 of 4 Summary of Precipitation Data & Distribution Source: NOAA Atlas 2, Volume III Design Storm Year 24-hour 6 -hour inches Source: isopluvial map inches Source. _ ;isopluvial map Determine 1 -hour rainfall Amount: Need 2 -yr & 100 -yr 1 -hour values 2 -year 24-hour 1.20', inches 2 -year 6 -hour 0.85; inches 100 -year 24-hour ":6-15i inches 100 -year 6 -hour 1.80, inches Source Figure 26 ,isopluvial map Source Figure 20 isopluvial map Source ,Figure 31 jisopluvial map Source Figure 25 isopluvial map 2 -year 1 -hour use Table 11, Region 2 equation = Y2=-.011+0.942[(2yr,6-hr)(2yr,6hr)/(2yr,24hr)] 2 year 1 hour = 0.56 inches 100 -year 1 -hour use Table 11, Region 2 equation = Y100=.494+0.755[(100yr,6-hr)(100yr,6hr)/100yr,24hr)] 100 year 1 hour = 1.43 inches Use Fig 6 to interpolate 25 -yr, 1 -hr value 1.10 Inches Rainfall Distribution Time 5 minutes 10 minutes 15 minutes 30 minutes 1 hours 2 hours 3 hours 6 hours 12 hours 24 hours Rainfall (inches) 0.32 0.50 0.63 0.87 1.10 0.72 0.47 0.00 0.00 Source Ratio or equation Table 12 ratio for 1 -hr 0.29 Table 12 ratio for 1 -hr 0.45 Table 12 ratio for 1 -hr 0.57 Table 12 ratio for 1 -hr 0.79 Figure 6 (includes equations noted above) Equation 5, Pg 16 =0.341(6 -hr)+ 0.659(1 -hr) Equation 6, Pg 16 =0.569(6 -hr)+ 0.431(1 -hr) 0 Figure 17 0 M:ICREjobtiles11018-LDS Chapen Worksheets) NOAA Preclp Distribution 25 -year 2/3/2014 Colorado River Engineering APPENDIX B Hydrology Calculations CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel EX -1 1. Catchment Hydrologic Data Catchment ID = EX -1 Area = 0.29 Acres Percent Imperviousness = 0.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 f(C2 + Td)AC3 Design Storni Return Period, Tr = 2 years (Input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.56 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.04 Overide Runoff Coefficient, C = (enter an overide C value If desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.15. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) II lustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 40 0.15 N/A 0.21 3.21 1 0.0220 290 2 3 4 5 Sum 330 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.86 inch/hr Rainfall Intensity at Regional Tc, I = 1.41', inch/hr Rainfall Intensity at User -Defined Tc, l = 1.86' inch/hr 15.00 2.22 2.17 Computed Tc = Regional Tc = User -Entered Tc = 1 11.83 5.38 Peak Flowrate, Qp = 0.021, cfs Peak Flowrate, Qp = 0.021 cfs Peak Flowrate, Qp = 0.021 cfs EX -1 Rational 2 year, Tc and PeakQ 2/2/2014, 11:47 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel EX -1 I. Catchment Hydrologic Data Catchment ID = EX -1 Area = 0.29 Acres Percent Imperviousness = 0.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (Inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 25 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.10 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (Input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.37: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = - `0.15: Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Conveyance Calculations: Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) 10 15 20 Reach ID Overland Slope S ftfl input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 40 0.15 N/A, 0.21 3.21 1 0.0220 290 2 3 4 5 Sum 330 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.66: inch/hr Rainfall Intensity at Regional Tc, I = - 2:78; inch/hr Rainfall Intensity at User -Defined Tc, I = 3:66'. Inch/hr 15.00 222 217 Computed Tc = Regional Tc = User -Entered Tc = 38 11.83 5.38 Peak Flowrate, Qp =.. 0.39; cfs Peak Flowrate, Qp =.. "0.301 cfs Peak Flowrate, Qp = 0,391 cfs EX -1 Rational 25 year, Tc and PeakQ 2/2/2014, 11:48 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel EX -1 I. Catchment Hydrologic Data Catchment ID = EX -1 Area = 0.29 Acres Percent Imperviousness = 0.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1*P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) 01 = 28.50 (input the value of 01) C2= 10.00 (Input the value of C2) C3= 0.786 (input the value of C3) P1= 1.43 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment .. _..0.. Runoff Coefficient, C =: .50! Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = `.0.15 • Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas 8 Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 40 0.15 N/A '( 0.21 3.21 1 0.0220 290 2 3 4 5 Sum 330:; IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc I = 4.76. inch/hr Rainfall Intensity at Regional Tc I = 3.61' inch/hr Rainfall Intensity at User -Defined Tc, I = 4.761 inch/hr 15.00 222 2.17 Computed Tc = Regional Tc = User -Entered Tc = 5.38 11.83 5.38 Peak Flowrate, Qp = 0.691; cfs Peak Flowrate, Qp = 0.52 cfs Peak Flowrate, Qp = 0.69 cfs EX -1 Rational 100 year, Tc and PeakQ 2/2/2014, 11:49 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel EX -2 I. Catchment Hydrologic Data Catchment ID = EX -2 Area = 3.05 Acres Percent Imperviousness = 0.00 NRCS Soil Type = C A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 * P1 I(C2 + Td)^C3 2 years 28.50 10.00 0.786 0.56 inches (input return period for design storm) (Input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C => ` 0.04 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.15'. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Di ection Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways 15 Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Conveyance 2.5 L 51 7 1 10 Calculations: Reach ID Overland Slope S ft/ft input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.1400 100 0.15 N/A 0:23 7.18 1 0.0650 490 2 3 4 5 Sum 590 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = --- 1.49!. inch/hr Rainfall Intensity at Regional Tc 1=. ]. 1.34inch/hr Rainfall Intensity at User -Defined Tc, 1 = 1.49:1 inch/hr 10.00 2.55 3.20 Computed Tc = Regional Tc = User -Entered Tc = o.ar 13.28 10.38 Peak Flowrate, Op = 0.181 cfs Peak Flowrate, Qp -. :0,16': cfs Peak Flowrate, Qp = :` 0.18j cfs EX -2 Rational 2 year, Tc and Peako 2/2/2014, 11:49 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Protect Title: Catchment ID: LDS Chapel EX -2 I. Catchment Hydrologic Data Catchment ID = EX -2 Area = 3.05 Acres Percent Imperviousness = 0.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01 = C2= C3= P1= I (inch/hr) = C1 * P1 l(C2 + Td)"C3 25 years 28.50 10.00 0.786 1.10 Inches (input return period for design storm) (input the value of 01) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.37'. Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =t :.0.15_ Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 1 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.1400 100 0,15 N/A 0.23 7.18 1 0.0650 490 2 3 4 5 Sum 590 IV. Peak Runoff Prediction _ Rainfall Intensity at Computed Tc, I =: 2:93'. inch/hr Rainfall Intensity at Regional Tc, I = 2.64 inch/hr Rainfall Intensity at User -Defined Tc, I = 2.93 inch/hr 10.00 2.55 3.20 Computed Tc = Regional Tc = User -Entered Tc = 10.38 13.28: 10.38 Peak Flowrate, Qp = 3,3P cfs Peak Flowrate, Qp = 2.981 cfs Peak Flowrate, Qp = 3.31? cfs EX -2 Rational 25 year, Tc and Peak() 2/2/2014, 11:50 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel EX -2 I. Catchment Hydrologic Data Catchment ID = EX -2 Area = 3.05 Acres Percent Imperviousness = 0.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 *131 I(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.43 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ,..........050 Runoff Coefficient, C=� :.;0.50; Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = '.0.15'. Overide 5 -yr. Runoff Coeffident, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration j.F.GEND 0 Beginning Flmy Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.1400 100 415 0.23 7)181 1 0.0650 490 2 3 4 5 Sum 590 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.81; inch/hr Rainfall Intensity at Regional Tc, I = _. , 3.43' inch/hr Rainfall Intensity at User -Defined Tc, I = 3.81'' inch/hr 10.00 2,55:. _..320 Computed Tc = Regional Tc = User -Entered Tc = 778 13.28 10.38 Peak Flowrate, Qp = 5.81,cfs Peak Flowrate, Qp = ` 5.241 cfs Peak Flowrate, Qp = &81{ cfs EX -2 Rational 100 year, Tc and PeakQ 2/2/2014, 11:51 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-1 I. Catchment Hydrologic Data Catchment ID = P-1 Area = Percent Imperviousness = NRCS Soil Type = 0.34 Acres 0.00 % C A, B, C, or D II. Rainfall Information 1(inch/hr) = 01 * P1 1(C2 + Td)AC3 Design Storm Return Period, Tr = 01 = C2= C3= P1= 2 28.50 10.00 0.786 0.56 III. Analysis of Flow Time (Time Runoff Coefficient, C 0.04 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 ='? 0.15:. Ovedde 5 -yr. Runoff Coefficient, C = years inches (input return period for design storm) (Input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") of Concentration) for a Catchment (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 40 0:15 N/A . 0.21 3.21 1 0.0220 290 2 3 4 5 Sum -' 330. IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.86! inch/hr Rainfall Intensity at Regional Tc I = 1.41: inch/hr Rainfall Intensity at User -Defined Tc, I = 1.86 inch/hr 15.00 2.22 2.17 Computed Tc = Regional Tc = User -Entered Tc = 1 11.83 5.38 Peak Flowrate, Qp = 0.03, cfs Peak Flowrate, Qp = -'0.02'': cfs Peak Flowrate, Qp =. 0.03; cfs P-1 Rational 2 year, Tc and Peak() 2/2/2014, 11:51 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-1 I. Catchment Hydrologic Data Catchment ID = P-1 Area = Percent Imperviousness = NRCS Soil Type = 0.34 Acres 0.00 % C A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = CI • P1 I(C2 + Td)"C3 25 years 28.50 10.00 0.786 1.10 inches (input return period for design storm) (input the value of C1) (input the value of C2) (Input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =i 0.37 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =" ; 0.15 Overide 5 -yr. Runoff Coefficient, C = (enter an overlde C-5 value If desired, or leave blank to accept calculated C-5.) Illustration LEGEND Q Begimdng Pliny Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 40 0.15 0.2 3.21 1 0.0220 290 2 3 4 5 Sum 330 IV. Peak Runoff Prediction _ Rainfall Intensity at Computed Tc, l = 3.66 inch/hr Rainfall Intensity at Regional Tc, I = - 2:78 inch/hr Rainfall Intensity at User -Defined Tc, 1 = '3.68: inch/hr 15.00 2.22 2.17 Computed Tc = Regional Tc = User -Entered Tc = 11.83 5.38 Peak Flowrate, Qp = ....0.46. cfs Peak Flowrate, Qp = .0.35: cfs Peak Flowrate, Qp =. 0.46'cfs P-1 Rational 25 year, Tc and PeakQ 2/2/2014, 11:53 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-1 1. Catchment Hydrologic Data Catchment ID = P-1 Area = Percent Imperviousness = NRCS Soil Type = 0.34 Acres 0.00 % C A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= 1 (inch/hr) = C1 *P1 I(C2 + Td)AC3 100 years 28.50 10.00 0.786 1.43 inches (input return period for design storm) (Input the value of 01) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.50. Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 0.15: (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 De;Orating now Direction r Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope 8 ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 40 0.15 0.21 3:21 1 0.0220 290 2 3 4 5 Sum 330 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4,76 inch/hr Rainfall Intensity at Regional Tc, I = 3.61' inch/hr Rainfall Intensity at User -Defined Tc, I — 4.76: inch/hr 15.00 2.22 2:17 Computed Tc = Regional Tc = User -Entered Tc = x.11:83`. 5.38 Peak Flowrate, Qp — :0.81; cfs Peak Flowrate, Qp = 0.61, cfs Peak Flowrate, Qp = 0.81: cfs P-1 Rational 100 year, Tc and PeakQ 2/2/2014, 11:53 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-2 I. Catchment Hydrologic Data Catchment ID = P-2 Area = Percent Imperviousness = NRCS Soil Type = 0.44 Acres 20.45 % C A, B, C, or D II. Rainfall Information I (inchlhr) = C1 * P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 years 28.50 10.00 0.786 0.56 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (inputone-hrprecipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0a7 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = ' 0.26 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2,5 5 7 10 15 20 Calculations: Reach ID Overland Slope S fVQ input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.0280 40 0.26 N/A 0,10' 6.81-.` 1 0.0650 470 2 3 4 5 Sum - -510.: IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.62, inch/hr Rainfall Intensity at Regional To, I = 1:37. inch/hr Rainfall Intensity at User -Defined Tc, 1 = 1.621 inch/hr 20.00 1:54. Computed Tc = Regional Tc = User -Entered Tc = 12:83 8.35 Peak Flowrate, Qp =... .0.17 cfs Peak Flowrate, Qp = ;:;0,10:.'cfs Peak Flowrate, Qp =. ;012!cfs P-2 Rational 2 year, Tc and PeakQ 2/2/2014, 11:54 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-2 I. Catchment Hydrologic Data Catchment ID = P-2 Area = 0.44 Acres Percent Imperviousness = 20.45 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)"C3 Design Storm Return Period, Tr = 25 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.10 inches (input return period for design storm) (input the value of C1) (Input the value of C2) (Input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 0.45 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.26,, Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0280 40 0.26 N/A 0.10 6.81 1 0.0650 470 2 3 4 5 Sum 510 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.18 inch/hr Rainfall Intensity at Regional Tc, I = 2.88 inch/hr Rainfall Intensity at User -Defined Tc, 1 = 3.18; inch/hr 20.00 5.10 1.54 Computed Tc = Regional Tc = User -Entered Tc = 12.83 8.35 Peak Flowrate, Qp = -0.821 cfs Peak Flowrate, Op = 0.531 cfs Peak Flowrate, Qp = 0.62'i cfs P-2 Rational 25 year, Tc and PeakQ 2/2/2014, 11:54 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-2 I. Catchment Hydrologic Data Catchment ID = P-2 Area = 0.44 Acres Percent Imperviousness = 20.45 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl • P1 /(C2 + Td)'C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (Input the value of C2) C3= 0.786 (input the value of C3) P1= 1.43 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient C = 0:55. Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =- 0.26:. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) )Ilustratio0 LEGEND 0 Beglmdng Hew Direction Catdunent Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 1 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0280 40 -..:0.26 N/A 0.10 6.81 1 0.0650 470 2 3 4 5 Sum 510 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc I = 4.14: inch/hr Rainfall Intensity at Regional Tc, I = 3:49, inch/hr Rainfall Intensity at User -Defined Tc, I = 4:14 inch/hr 20.00 5.10 Computed Tc = Regional Tc = User -Entered Tc = ` 12.83`: 8.35 Peak Flowrate, Qp ='.. 1:011 cfs Peak Flowrate, Qp = 0.85: cfs Peak Flowrate, Qp = '1.01i ds P-2 Rational 100 year, Tc and PeakQ 2/2/2014, 11:54 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-3 I. Catchment Hydrologic Data Catchment ID = P-3 Area = Percent Imperviousness = NRCS Soil Type = 1.12 Acres 0.89 % C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 *P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 01 = 28.50 C2= 10.00 C3= 0.786 P1= 2 years 0.56 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.05. Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.16, Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 1 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0500 60 0.16 N/A '..0.13: 7.76 1 2 3 0.0740 365 0.0550 100 4 5 Sum 525 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =. 1.53- inch/hr Rainfall Intensity at Regional Tc, I =; 1.36. inch/hr Rainfall Intensity at User -Defined Tc, I = 1.531 inch/hr 15.00 ':-4.08, • 1,49 15.00 3.52 0.47 Computed Tc = Regional Tc = User -Entered Tc = ;:.9.73: 12.92 9.73 Peak Flowrate, Qp = .0.081 cfs Peak Flowrate, Qp = 0.07: cfs Peak Flowrate, Qp = '' 0.08: cfs P-3 Rational 2 year, Tc and PeakQ 2/2/2014, 11:55 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-3 I. Catchment Hydrologic Data Catchment ID = P-3 Area = 1.12 Acres Percent Imperviousness = 0.89 To NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl P1 /(C2 + Td)"C3 Design Storni Return Period, Tr = 25 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.10 inches (Input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =i - 0.37: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.16. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) illustration LEGEND 0 Benning now Direction Catdunent Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S fuft input Length L ft Input 5 -yr Runoff Coeff C5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.0500 60 0.16 N/A 0.13. 7.76 1 2 3 0.0740 385 0.0550 100 4 5 Sum 525 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I-3.07iinch/hr Rainfall Intensity at Regional Tc, I = 2.87,1 inch/hr Rainfall Intensity at User -Defined Tc, I - .3.01'inch/hr 15.00 4:08 1.49; 15.00 0.471. Computed Tc = Regional Tc = User -Entered Tc = 9.73 12.92 9.73 Peak Flowrate, Qp =,_ 1.26 cfs Peak Flowrate, Qp =. ::1.121 cfs Peak Flowrate, Qp = 1.26. cfs P-3 Rational 25 year, Tc and Peak() 2/2/2014, 12:57 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Protect Title: Catchment ID: LDS Chapel P-3 1. Catchment Hydrologic Data Catchment ID = P-3 Area = Percent Imperviousness = NRCS Soil Type = 1.12 Acres 0.89 % C A, B, C, or D II. Rainfall Information I (inchihr) = Cl P1 1(02 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 years 28.50 10.00 0.786 1.43. inches (input return period for design storm) (input the value of 01) (input the value of C2) (input the value of C3) (Input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =; 0.50: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.16; Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Begirmtng Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0500 60 0.16 N/A 0:13: 7.76 1 0.0740 365 2 0.0550 100 3 4 5 Sum 525 IV. Peak Runoff Prediction ...... _ 1. Rainfall Intensity at Computed Tc, I =: 3.9T inch/hr Rainfall Intensity at Regional Tc, 1 = 3:481 inch/hr Rainfall Intensity at User -Defined Tc, 1 = 3.911 inch/hr 15.00 1.408 1.49 15.00 3.52'' 047: Computed Tc = Regional Tc = User -Entered Tc = 9.73 12-..92.' 9.73 Peak Flowrate, Qp =! - 220: cfs Peak Flowrate, Qp = ' 1.96 cfs Peak Flowrate, Qp = , 2.20, cfs P-3 Rational 100 year, Tc and Peak() 2/2/2014, 12:57 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-4 1. Catchment Hydrologic Data Catchment ID = P-4 Area = 0.46 Acres Percent Imperviousness = 97.83 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information 1 (Inch/hr) = C1 * P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years 01 = 28.50 C2= 1000 C3= 0.786 P1= 0.56 inches (input return period for design storm) (input the value of 01) (input the value of 02) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.851, Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.86: Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration f.EGEND 0 Beginning Flew Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways 15 Paved A eas & Shallow Paved Swales (Sheet Flow) 20 Conveyance 2.5 5 7 r 10 Calculations: Reach ID Overland Slope S ft/ft input 0.0350 Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 160 0.86 N/A 0.74' 3.62 1 0.0232 60 2 3 4 5 Sum 220 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = '. 2;01'. inch/hr Rainfall Intensity at Regional Tc, I =- 1.45, inch/hr Rainfall Intensity at User -Defined Tc, I = ' .1:90' inch/hr 20.00 3.05` 0.33; Computed Tc = Regional Tc = User -Entered Tc = 11.22 5.00 Peak Flowrate, Qp = 0.78! cfs Peak Flowrate, Qp'0,56!cfs Peak Flowrate, Qp =. 0:74! cfs P-4 Rational 2 year, Tc and PeakQ 2/2/2014, 12:58 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-4 I. Catchment Hydrologic Data Catchment ID = P-4 Area = Percent Imperviousness = NRCS Soil Type = 0.46 Acres 97.83 Vo C A, 8, C, or D II. Rainfall Information I (Inch/hr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 25 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.10 inches (input one -hr preclpitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.90 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.86:. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 1 5 7 10 15 20 Calculations: Reach ID Overland Slope S fUft input Length L ft input 5 -yr Runoff Coati C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.0350 160 0.86 N/A ,:..0.74. 3.62 1 0.0232 60 2 3 4 5 Sum 220 IV. Peak Runoff Prediction _ Rainfall Intensity at Computed Tc, I =! 3.951 inch/hr Rainfall Intensity at Regional Tc, I = 2,84E inch/hr Rainfall Intensity at User -Defined Tc, I = 3,73: inch/hr 20.00 3.05 0.33, Computed Tc = Regional Tc = User -Entered Tc = 3.95 1 t22 5.00 Peak Flowrate, Qp = , 1,64 cfs Peak Flowrate, Qp = ;1.18 cfs Peak Flowrate, Qp = 1.55,: cfs P-4 Rational 25 year, Tc and Peak() 2/2/2014, 12:59 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-4 I. Catchment Hydrologic Data Catchment ID = P-4 Area = 0.46 Acres Percent Imperviousness = 97.83 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years 01 = 28.50 C2= 10.00 C3= 0.786 P1= 1.43 inches (input return period for design storm) (input the value of 01) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 0.93 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.86, Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGFIVD 0 Beginning Flow Direction Catchment Beundm7 NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft Input 5-N Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0350 160 0.86 N/A 0.74 3.62 1 0.0232 60 2 3 4 5 Sum 220 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5.14 inch/hr Rainfall Intensity at Regional Tc, I = - 3:69'1, inch/hr Rainfall Intensity at User -Defined Tc, I = _... 4.851 inch/hr 20.00 3.05 t.. .' 0.33_` Computed Tc = Regional Tc = User -Entered Tc = 5.00 Peak Flowrate, Op = 2.19! cfs Peak Flowrate, Op = 1.571 cfs Peak Flowrate, Op = 2,07' cfs P-4 Rational 100 year, To and Peak() 2/2/2014, 12:59 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-5 I. Catchment Hydrologic Data Catchment ID = P-5 Area = 0.01 Acres Percent Imperviousness = 50.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * PI I(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years C1 = 28.50 C2= 10,00 C3= 0.786 P1= 0.56 inches (input return period for design storm) (Input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =, 0.34. Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = 0.40. (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S fUft Input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0452 25 0.40 N/A 0.11 3.85 1 0.0200 18 2 3 4 5 Sum 43 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.01 inch/hr Rainfall Intensity at Regional Tc, 1 -.' . " 1.50. inch/hr Rainfall Intensity at User -Defined Tc, I = 1.90, inch/hr 20.00 2.83 0.11. Computed Tc = Regional Tc = User -Entered Tc = 3.96, 1024 5.00 Peak Flowrate, Qp = .:0.01 i cfs Peak Flowrate, Qp = 0.01: cfs Peak Flowrate, Qp = 0.01 cfs P-5 Rational 2 year, Tc and PeakQ 2/2/2014, 12:59 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-5 I. Catchment Hydrologic Data Catchment ID = P-5 Area = 0.01 Acres Percent Imperviousness = 50.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inchlhr)=C1 *P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 25 years (input retum period for design storm) 01 = 28.50 (input the value of 01) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.10 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.53' Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.40 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 j 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0452 25 0.40 N/A. 0.11 3.85 1 0.0200 18 2 3 4 5 Sum 43 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc I = Rainfall Intensity at User -Defined Tc, I = 3.95: inch/hr 2.95: inch/hr 3.73..,. inch/hr 20.00 2.83 0.11 Computed Tc = Regional Tc = User -Entered Tc = 3.96 10.24 5.00 Peak Flowrate, Qp = 0.02:: cfs Peak Flowrate, Qp = 092; cfs Peak Flowrate, Qp =. ..:0:021 cfs P-5 Rational 25 year, Tc and PeakQ 2/2/2014, 1:00 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-5 I. Catchment Hydrologic Data Catchment ID = P-5 Area = 0.01 Acres Percent Imperviousness = 50.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (Inch/hr) = C1 * P1 I(C2 + Td)AC3 Design Storm Retum Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.43 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =, 0:80: Overlde Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.40, Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L ft Input 5-N Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.0452 25 0.40 N/A 0.11 3.85 1 0.0200 18 2 3 4 5 Sum 43 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5 13; inch/hr 3.83 inch/hr 4.85 inch/hr 20.00 0A1 Computed Tc = Regional Tc = User -Entered Tc = 3.06 10.24 5.00 Peak Flowrate, Qp = 0.03r cfs Peak Flowrate, Qp =,. 0.021. cfs Peak Flowrate, Op = 0,03': cfs P-5 Rational 100 year, Tc and PeakQ 2/2/2014, 1:00 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-6 I. Catchment Hydrologic Data Catchment ID = P-6 Area = 0.10 Acres Percent Imperviousness = 20.00 NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 a P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 0.56 inches (input return period for design storm) (Input the value of CI) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0:17: Overide Runoff Coefficient, C = (enter an overide C value If desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.26: Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Begimdng Flow Direction Cott/Invent Boundary NRCS Land Type Conveyance Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas 8 Shallow Paved Swales (Sheet Flow) 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S Wft Input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 20 0.26 N/A 0.14` 2.34 1 2 3 4 0.0050 0.1250 0.0167 13 25 30 5 Sum 88 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.15Inch/hr Rainfall Intensity at Regional Tc, I = 1.49'. inch/hr Rainfall Intensity at User -Defined Tc, I = 1.90.': inch/hr 20.00 1.41' 0:15 15.00 530 0.08 15.00 1.94 0.26 Computed Tc = Regional Tc = User -Entered Tc = .83 10.49 5.00 Peak Flowrate, Op = 0.04' cfs Peak Flowrate, Qp =. '0:031 cfs Peak Flowrate, Qp = '0.031. cfs P-6 Rational 2 year, Tc and Peak() 2/2/2014, 1:01 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-6 I. Catchment Hydrologic Data Catchment ID = P-6 Area = Percent Imperviousness = NRCS Soil Type = 0.10 Acres 20.00 % C A, B, C, or D II. Rainfall Information 1 (Inchlhr)=C1 *P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 25 years (input return period for design storm) 01 = 28.50 (Input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.10 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =1 . 0.44: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.26 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 20 0.26 N/A. 0:14. 2.34 1 2 3 4 0.0050 0.1250 0.0167 13 25 30 5 Sum 88 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = ` 4.22 inch/hr Rainfall Intensity at Regional Tc, I = 2.92, inch/hr Rainfall Intensity at User -Defined Tc, I = 3.73: inch/hr 20.00 0.15 15.00 5.30 0.08. 15.00 1.94 0.26 Computed Tc = Regional Tc = User -Entered Tc = 2:83 10.49 5.00 ........... 0.1_.. Peak Flowrate, Qp = : -0.19! cfs Peak Flowrate, Qp =.0:131 cfs Peak Flowrate, Qp =,.-: 0.171. cfs P-6 Rational 25 year, Tc and PeakQ 2/2/2014, 1:01 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-6 I. Catchment Hydrologic Data Catchment ID = P-6 Area = Percent Imperviousness = NRCS Soil Type = 0.10 Acres 20.00 70 C A, B, C, or II. Rainfall Information I (inch/hr) = C1 * P1 l(C2 + Td)AC3 Design Storm Return Period, Tr = 01 = C2= C3= P1= 100 years 28.50 10.00 0.786 1.43 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.55 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = ". 0.261 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) II tration W,GEND 0 Bcgirmina Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2500 Length L ft input 5-y Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 20 0.26 N/A 2.34 1 2 3 4 0.0050 0.1250 0.0167 13 25 30 5 Sum 88 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = 5.481 inch/hr Rainfall Intensity at Regional Tc, I = 3.80-: inch/hr Rainfall Intensity at User -Defined Tc, I = 41851 inch/hr 20.00 1.41 0.15 15.00 5.30 0.08 15.00 Computed Tc = Regional Tc = User -Entered Tc = 7 -Mr 10.49:..•, 5.00 Peak Flowrate, Qp =_. 0:30; cfs Peak Flowrate, Qp... _ 0.21;' cfs Peak Flowrate, Qp =,.. ..:0.271 cfs P-6 Rational 100 year, Tc and PeakQ 2/2/2014, 1:02 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-7 I. Catchment Hydrologic Data Catchment ID = P-7 Area = 0.14 Acres Percent Imperviousness = 57.14 % NRCS Soil Type = C A, 6, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 1(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 0.56 Inches (input return period for design storm) (input the value of 01) (input the value of C2) (input the value of C3) (input one -hr precipitation—see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.39. Overide Runoff Coefficient, C = - (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 :0.44. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas 8 Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 25 0.44 N/A 020 2.06 1 2 3 4 0.0050 0.0250 0.0175 5 40 80 5 Sum 150, IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2,15: inch/hr Rainfall Intensity at Regional Tc, I = 1.471 inch/hr Rainfall Intensity at User -Defined Tc, I = 1.90'. inch/hr 20.00 =1.411..,. 0.06 20.00 3.16 021 20.00 2,65 0.50`.... Computed Tc = Regional Tc = User -Entered Tc = 10.83 5.00 Peak Flowrate, Qp = 0.12', cfs Peak Flowrate, Qp = :'.0,08: cfs Peak Flowrate, Qp = .0.10: cfs P-7 Rational 2 year, Tc and Peak() 2/2/2014, 1:02 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-7 I. Catchment Hydrologic Data Catchment ID = P-7 Area = 0.14 Acres Percent Imperviousness = 57.14 % NRCS Soil Type = C A, B, C, or D 11. Rainfall Information 1 (inch/hr) = C1 . P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 25 years (input return period for design storm) 01 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.10 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =` 0.56: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.44' Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flaw Direction Cafhmeni Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 25 0.44 N/A 0.20 2M6 1 2 3 4 0.0050 0.0250 0.0175 5 40 80 5 Sum 150 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.22']: inch/hr Rainfall Intensity at Regional Tc, 1 =:. 2.88! inch/hr Rainfall Intensity at User -Defined Tc, I = 3.73; inch/hr 20.00 1.41' 0.06` 20.00 - 0:21''' 20.00 0.50'.. Computed Tc = Regional Tc = User -Entered Tc = 2.84- .84- 10.83 10.83 5.00 5.00 Peak Flowrate, Qp = OJ331 cfs Peak Flowrate, Qp = 0.221 cfs Peak Flowrate, Qp = 0.29! cfs P-7 Rational 25 year, To and PeakQ 2/2/2014, 1:02 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-7 I. Catchment Hydrologic Data Catchment ID = P-7 Area = 0.14 Acres Percent Imperviousness = 57.14 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information 1 (inch/hr) = C1 *P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (Input the value of C3) P1= 1.43 Inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =: - 0.62; Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =; - 0.44 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction t Catehmnni Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L It Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 25 0.44 N/9 0.20 2.06 1 2 3 4 0.0050 0.0250 0.0175 5 40 80 5 Sum 150 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5.48.. inch/hr Rainfall Intensity at Regional Tc, I =" 3.75. inch/hr Rainfall Intensity at User -Defined Tc, 1= 4.85; inch/hr 20.00 1:41:- 0.06 20.00 316" 0.2 20.00 --<, 2.65; 0.505 Computed Tc = Regional Tc = User -Entered Tc = 2.84 10.83 5.00 __..._. . _. Peak Flowrate, Qp = 0.48; cfs Peak Flowrate, Qp = 0.331 cfs Peak Flowrate, Qp = 0.42; cfs P-7 Rational 100 year, Tc and Peak() 2/2/2014, 1:03 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-8 I. Catchment Hydrologic Data Catchment ID = P-8 Area = 0.22 Acres Percent Imperviousness = 18.18 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 * P1 /(C2 + Td)"C3 2 years 28.50 10.00 0.786 0.56 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment .......... 0 Runoff Coefficient, C =. 0.16 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =' - ':0.25. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration (LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 20 0.25 N/A 0;14 2.37'. 1 0.0140 105 2 3 4 5 Sum 125 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = `- 2.08 inch/hr Rainfall Intensity at Regional Tc, I = 1.48: inch/hr Rainfall Intensity at User -Defined Tc, I = 1:90'1. inch/hr 15.00 1.77 0.99. Computed Tc = Regional Tc = User -Entered Tc = 10.69 5.00 Peak Flowrate, op =, 0.07:: cfs Peak Flowrate, Qp = 0.05' cfs Peak Flowrate, Qp = 0,07. cfs P-8 Rational 2 year, Tc and PeakQ 2/2/2014, 1:03 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-8 I. Catchment Hydrologic Data Catchment ID = P-8 Area = 0.22 Acres Percent Imperviousness = 18.18 Vo NRCS Soil Type = C A, 8, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 01 = C2= C3= P1= 25 years 28.50 10.00 0.786 1.10 inches (input retum period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.44. Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =. 0.25'. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 &glaring Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 20 0.25 N/A 0:14 2.37 1 0.0140 105 2 3 4 5 Sum 125 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4:091 inch/hr Rainfall Intensity at Regional Tc, I = 2.90inch/hr Rainfall Intensity at User -Defined To, I = 3.73; inch/hr 15.00 1.77 0.99 Computed Tc = Regional Tc = User -Entered Tc = -. 3:35,-: 10.69 5.00 Peak Flowrate, Qp Peak Flowrate, Qp = Peak Flowrate, Qp =_ 0.39[ cfs 0.28! cfs 0.36! cfs P-8 Rational 25 year, Tc and Peak() 2/2/2014, 1:04 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-8 I. Catchment Hydrologic Data Catchment ID = P-8 Area = 022 Acres Percent Imperviousness = 18.18 NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 1(02 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.43 III. Analysis of Flow Time (Time Runoff Coefficient, C = 0.55'. Overide Runoff Coefficient, C = - (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.25' Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration years inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet 'Design Info") of Concentration) for a Catchment NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.2500 20 0.25 N/A 0.14 2.37 1 0.0140 105 2 3 4 5 Sum 125 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5.32 inch/hr Rainfall Intensity at Regional To, I = 3.77 inch/hr Rainfall Intensity at User -Defined Tc, I = 4,85. inch/hr 15.00 1.77,' 0.99 Computed Tc = Regional Tc = User -Entered Tc = _;.. 3.35, 10:69 5.00 Peak Flowrate, Qp = 0.641 cfs Peak Flowrate, Op = .0.45' cfs Peak Flowrate, Qp = ': 0.59j cfs P-8 Rational 100 year, Tc and PeakQ 2/2/2014, 1:04 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel 13.9 I. Catchment Hydrologic Data Catchment ID = P-9 Area = Percent Imperviousness = NRCS Soil Type = 0.33 Acres 3.03 % C A, B, C, or D II. Rainfall Information I (inch/hr) = C7 • P1 1(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 0.56 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = ...'0.06:. Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0,1 7 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0400 40 017 N/A 0.10 6.72 1 0.0125 100 2 3 4 5 Sum 140 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.67; inch/hr Rainfall Intensity at Regional Tc, I =. 1:47'. inch/hr Rainfall Intensity at User -Defined Tc, 1 = 1.67: inch/hr 15.00 1.68 0:99 Computed Tc = Regional Tc = User -Entered Tc = 10.78 7.72 Peak Flowrate, Qp = 0.03 cfs Peak Flowrate, Qp = 0:03. cfs Peak Flowrate, Qp = 0.03', cfs P-9 Rational 2 year, Tc and PeakQ 2/2/2014, 1:04 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-9 I. Catchment Hydrologic Data Catchment ID = P-9 Area = 0.33 Acres Percent Imperviousness = 3.03 % NRCS Soil Type = C A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 *P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 25 years (input return period for design storm) 01 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.10 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =1 0.38 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =`: '0.17. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.0400 Length L ft input 40 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.17 N/A: 0.10 6.72 1 0.0125 100 2 3 4 5 Sum 40 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.27: inch/hr Rainfall Intensity at Regional Tc, I = "..'- 2.89' inch/hr Rainfall Intensity at User -Defined Tc, I = 3.27. inch/hr 15.00 1.68 0.99 Computed Tc = Regional Tc = User -Entered Tc = 10.78 7.72 Peak Flowrate, Op = 0.42' cfs Peak Flowrate, Qp = -0.37'', cfs Peak Flowrate, Qp =. 0.42 cfs P-9 Rational 25 year, Tc and Peak() 2/2/2014, 1:05 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-9 I. Catchment Hydrologic Data Catchment ID = P-9 Area = 0.33 Acres Percent Imperviousness = 3.03 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inchlhr) = C1 * P1 l(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 100 years 1.43 Inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.51 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = : 0.17, Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flaw Direction Catchment Bewaary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas 8 Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0400 40 0.17 N/A 010', 6.72 1 2 0.0125 100 3 4 5 Sum 140 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =,.. 4.25. inch/hr Rainfall Intensity at Regional Tc, I = 3.751 inch/hr Rainfall Intensity at User -Defined Tc, I =. 4.25'1 inch/hr 15.00 1.68 ...-0.99.. Computed Tc = Regional Tc = User -Entered Tc = 10.78 7.72 Peak Flowrate, Qp = '.0,721 cfs Peak Flowrate, Qp = 0.631 cfs Peak Flowrate, Qp = 0.72' cfs P-9 Rational 100 year, Tc and Peak() 2/2/2014, 1:05 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-10 I. Catchment Hydrologic Data Catchment ID = P-10 Area = 0.44 Acres Percent Imperviousness = 9.09 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 I(02 + Td)AC3 Design Storm Return Period, Tr = CI = 28.50 C2= 10.00 C3= 0.786 P1= 2 years 0.56 inches (input return period for design storm) (input the value of 01) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 0.10. Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.21 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Q negirming Flaw Direction Cekhmeal Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 1 2.5 5 7 10 15 20 Calculations: Reach ID Overland 1 2 3 Slope 5 ft/ft Input Length L ft input 5 -yr Runoff Coeff 0-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0670 30 0.21 N/A 0.11 4.72 0.0700 100 0.0005 85 4 5 Sum 215 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = - 1.55:, inch/hr 1,4S inch/hr 1.55,Inch/hr 15.00 3.97 042r 15.00 0.34..:.:::; Computed Tc = Regional Tc = User -Entered Tc = 77177 11119. 9.37 Peak Flowrate, Qp =; 0.071 cfs Peak Flowrate, Qp =. 0.07; cfs Peak Flowrate, Qp = 0.07, cfs P-10 Rational 2 year, Tc and PeakQ 2/2/2014, 1:05 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-10 I. Catchment Hydrologic Data Catchment ID = P-10 Area = 0.44 Acres Percent Imperviousness = 9.09 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (Inch/hr) = C1 * P1 l(C2 + Td)"C3 Design Storm Return Period, Tr = 25 years (input return period for design storm) 01 = 28.50 (Input the value of 01) C2= 10.00 (input the value of C2) C3= 0.786 (Input the value of C3) P1= 1.10 Inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.41 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.21 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0670 30 0.21 N/A 0.11` 4.72 1 2 3 0.0700 100 0.0005 85 4 5 Sum 215 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = '. 3.05: inch/hr Rainfall Intensity at Regional Tc, I =. :2.84. inch/hr Rainfall Intensity at User -Defined Tc, I = 3.05 inch/hr 15.00 3.97,. 0.42.` 15.00 4:22 Computed Tc = Regional Tc = User -Entered Tc = X37 11.19 9.37 Peak Flowrate, Qp = 0 55, cfs Peak Flowrate, Qp = 0.51: cfs Peak Flowrate, Qp = 0.55:: cfs P-10 Rational 25 year, Tc and PeakQ 2/2/2014, 1:06 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-10 I. Catchment Hydrologic Data Catchment ID = P-10 Area = 0.44 Acres Percent Imperviousness = 9.09 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years 01 = 28.50 C2= 10.00 C3= 0.786 P1= 1.43 Inches (input return period for design storm) (input the value of 01) (Input the value of C2) (Input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =': -0.53: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =s_: 0.21; Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Begimring Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S Nft input Length L ft Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.0670 30 0.2t N/A" -0a1 472 1 2 3 0.0700 100 0.0005 85 4 5 Sum 215 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3 971 inch/hr Rainfall Intensity at Regional Tc, I = " 3 70'. inch/hr Rainfall Intensity at User -Defined Tc, I = 3.971 inch/hr 15.00 3:97:' ... 0.42 15.00 0.34::;. 422 Computed Tc = Regional Tc = User -Entered Tc = 11.19 9.37 Peak Flowrate, Qp = 0.92. cfs Peak Flowrate, Qp = 0.88:; cfs Peak Flowrate, Qp = 0.92 cfs P-10 Rational 100 year, Tc and PeakQ 2/2/2014, 1:06 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-11 I. Catchment Hydrologic Data Catchment ID = P-11 Area = Percent Imperiousness = NRCS Soil Type = 0.16 Acres 6.25 % C A, B, C, or D II. Rainfall Information I (inchlhr)=C1 *P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0,56 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.09. Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 =1. 0.19: Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value If desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L n input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0400 40 0.19 N/A 0.10 6.58 1 0.0167 60 2 3 4 5 Sum 100 IV. Peak Runoff Prediction _. _._.. Rainfall Intensity at Computed Tc, I = 1.71 ', inch/hr Rainfall Intensity at Regional Tc, I =9 : 1.48', inch/hr Rainfall Intensity at User -Defined Tc, 11.711 inch/hr 15.00 1.94 0.52 Computed Tc = Regional Tc = User -Entered Tc = 7.10 10.56 7.10 Peak Flowrate, Qp =:.:' `. -0.02; cfs Peak Flowrate, Qp = 0 02I cfs Peak Flowrate, Qp = 0.02. cfs P-11 Rational 2 year, Tc and Peak() 2/2/2014, 1:06 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-11 I. Catchment Hydrologic Data Catchment ID = P-11 Area = 0.16 Acres Percent Imperviousness = 6.25 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr)= C1 'P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 25 28.50 10.00 0.786 1.10 III. Analysis of Flow Time (Time Runoff Coefficient, C = 0.40 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 =I- '``019: Overide 5 -yr. Runoff Coefficient, C = years (input return period for design storm) (input the value of 01) (input the value of C2) (input the value of C3) inches (input one -hr precipltation--see Sheet "Design Info") of Concentration) for a Catchment (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0400 40 0.19 N/A -:0.10 6.58 1 0.0167 60 2 3 4 5 Sum 100 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = ` 3.37' inch/hr Rainfall Intensity at Regional Tc, I = .2:91' inch/hr Rainfall Intensity at User -Defined Tc, I = 3.37'. inch/hr 15.00 1.94 0.52 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 7: 0 10.56 7.10 0.21; cfs 0,19, cfs 0.211 cfs P-11 Rational 25 year, Tc and Peak() 2/2/2014, 1:07 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P41 I. Catchment Hydrologic Data Catchment ID = P-11 Area = 0.16 Acres Percent Imperviousness = 6.25 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 l(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) 01 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.43 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.52: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.19. Overide 5 -yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Degimming Flow Direction at- Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0400 40 0.19 N/A 0.10 6.58 1 2 0.0167 60 3 4 5 Sum 100 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.38: inch/hr Rainfall Intensity at Regional Tc, I = 3.791 inch/hr Rainfall Intensity at User -Defined Tc, I = 4.38 inch/hr 15.00 1.94 0.52 Computed Tc = Regional Tc = User -Entered To = 7.10 .10:56 7.10 Peak Flowrate, Qp = - 0.36 cfs Peak Flowrate, Op = 0.32 cfs Peak Flowrate, Qp = ::0.36 cfs P-11 Rational 100 year, Tc and PeakQ 2/2/2014, 1:07 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-12 I. Catchment Hydrologic Data Catchment ID = P-12 Area = 0.04 Acres Percent Imperviousness = 6.25 % NRCS Soil Type = C A, B, C, orD II. Rainfall Information Design Storm Return Period, Tr = 01 = C2= C3= P1= I (Inch/hr) = C1 * P1 I(C2 + Td)AC3 2 years 28.50 10.00 0.786 0.56 Inches (input return period for design storm) (input the value of 01) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) fora Catchment Runoff Coefficient, C = 0.09. Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 =' Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 0.19' (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Tf minutes output 0.0556 18 0.19 N/A 0.08'. 3.96 0.1670 40 2 3 4 5 Sum 58 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.00 inch/hr Rainfall Intensity at Regional Tc, I --1.50! inch/hr Rainfall Intensity at User -Defined Tc, I = r: - 1:901. inch/hr 15.00 -I 6.13 .._.:0.11 Computed Tc = Regional Tc = User -Entered Tc = 10.32 5.00 Peak Flowrate, Qp = 0.01 cfs Peak Flowrate, Op ="' .0.011 cfs Peak Flowrate, Qp = 0.01 cfs P-12 Rational 2 year, Tc and PeakQ 2/2/2014, 1:08 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-12 I. Catchment Hydrologic Data Catchment ID = P-12 Area = 0.04 Acres Percent Imperviousness = 6.25 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 l(C2 + Td)AC3 Design Storm Return Period, Tr = 25 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.10 inches (input return pedod for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.40 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 Overide 5 -yr. Runoff Coefficient, C = 0.19 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flmv Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0556 18 0:19 ".... N/A -:.. 0.08 3.96 1 0.1670 40 2 3 4 5 Sum 58 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = 3.92 inch/hr Rainfall Intensity at Regional Tc, I = 2.94 inch/hr Rainfall Intensity at User -Defined Tc, I =r 3.731 inch/hr 15.00 6.13 0.11 Computed Tc = Regional Tc = User -Entered Tc = 10.32' 5.00 Peak Flowrate, Qp = 0.06, cfs Peak Flowrate, Qp = 0.05 cfs Peak Flowrate, Qp = 0.06 cfs P-12 Rational 25 year, Tc and Peak() 2/2/2014, 1:08 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: LDS Chapel P-12 I. Catchment Hydrologic Data Catchment ID = P-12 Area = 0.04 Acres Percent Imperviousness = 6.25 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)4C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.43 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.52' Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = 0.19'. (enter an overide C value If desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration J.EGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0556 18 0.19 N/A 0.08 3.96 0.1670 40 2 3 4 5 Sum 58 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = : 5.10 inch/hr Rainfall Intensity at Regional Tc, I = 3.82 inch/hr Rainfall Intensity at User -Defined Tc, I = 4.85 inch/hr 15.00 -.`6,13.,... 0.11. Computed Tc = Regional Tc = User -Entered Tc = 10.32 5.00 Peak Flowrate, Qp = 0.11': cfs Peak Flowrate, Qp = 0.08' cfs Peak Flowrate, Qp = 0.10::: cfs P-12 Rational 100 year, Tc and PeakQ 2/2/2014, 1:08 PM APPENDIX C Hydraulic Calculations DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: LDS Chapel Basin ID: (For catchments less than 160 acres only. For la ger 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 MAJOR Detention Volume Using Modified FM Method Design Information (Input): Casten Information (Input); Catchment Drainage Impeniousuess 1 = 26.40 parted Catchment Drainage Imperiousness I = 26.40 percent Calmed Drainage Area A = 3.020 ades Catchment Drainage Area A= 3.020 acres PredevelopmanM0CS Soil Group Type= C A, 0•C,atD Predewbpment MRCS Sot Group Type= C A, 0, C, w0 Rehm Pedod for Detention Control T 2 years (2 5 10 25 50. or 100) Return Period for Detention Control T -I 25 Iyae (2, 5. 10. 25. 50. or 100) Tyne of Comctalbn of Watershed Tc 6 mMules The of Concentration of Watershed Tc= 6 mMdeS Allowable Md Release Rete qs 0.06 cf&lacre Mlowaue IN Release Rate q= 1.00 dz0cre Onto,, Predp6atbn P 0.56 Inches One4oa Precipoalbn P,= 1.10 Inches Design Rainfall 10F Formula 1=0, P4(O2+TJAes Design Rainfall IDF Formula 1= C( PJ(C.+TJeCs Coefficient One C,= 28.50 Coeakiert One C,- 28.50 CoeT0et Two C,= 10 Coefficient Two 0a= 10 Coefficient Thee Cr = 0.788 Codlder4 Thee Cs= 0700 Determination of Average Outflow from the Basln (Calculated), Determination of Average Outflow from the Basin (Calculatedt Runoff Coefficient C= 021 Runoff Cootbent C= 0.46 Inflow Peak Rung 07-51= 1.14 ds Intbw Pak Ruse Opal 4.80 ds Allowable Peak O,Nlow Rale Opm4 = 0.10 da Allowable Pak Outflow Rate Op -cul- 3.20 ds Mod, FM Minor Storage Volum = 828 cubic feet - Mod. FM Major Storage Volume = 1.003 cubic feet Mod. FM Minor Storage Volume = 0.021 acre.ft Mad. FM Major Storage Volume 0 0.023 acre -N 10 c Enter Rainfall Our l' Incremeaal Imrease Value Here Me 5 for 5 -Minutes) Relfal D,nlbn mkmios (badl RaStal Intensity titles Ihracre-feet (output) Inflow Volum (0,10,11 Adj,slmert Factor Iod601l Average Outflow d8 (054700! O000ow Volume acrefee (WPM Storage Volume aerated (OUm*I Retrial OMatbn motes (im,41 Rainal Intensity inches 7hacre-feel fallout) Inflow Vokme (output) Adtulment Feder (cutout) Average Outflow ds (0,104 Outflow Volume acrafed (output) Storage Volume acrafeet (odea) 0 0.00 0.000 0.00 060 0.000 0.000 0.011 0 I 100 10 2.14 0000 0.00 0.00 0.000 0.000 0.056 0.020 10 1.00 0019 0.60 0.12 0.002 _____...__ 0.082 1 o.ao R 302 _ _ 30 30 ..._ 107 OBJ 0.023 0.023 060 011 0.60 0.11 __. 0004 0.016 0.018 20 2.14 30 1.71 0.082 1 060 111_1_i 0.005 0.60 2.14 5.08 0.050 I 0.016 0.082 1 0.016 40 8]3 0.025 0.50 0.10 0.56 oro 0.006.OX 0.007 0.008 0.020 0.021 0.021 40 I_ 12.4 60 1.24 60 1.10 0.110 0.58 1.59 0.104 0.127 0.150 0.005 -0.024 50 0.53 0.028 __I �.._. 0.110 1055 . 0.55 1.01 1.81 70 0.50 0.020 0.55 1 010 0.54 0.10 70 0.50 0.031 0.000 0.021 70 0.060.132 0.54 1.70 0.172 1 -0.040 _ W 0.46 0.032 0.54 I 0.10 0.011 0.021 80 0.83 0.138 t 0.54 1]] t 0.195 -0057 60 0.42 0.033 0.53 1 0.10 0012 0.021 Po 077 0.143 0.53 1.76 0210 -0.075 100 037 0.034 0.53 0.013 0.021 100 0]J 0.14] 053 1.74 0.240 I -0083 110 120 037 1 0.035 0.34 0.036 110 053 010 1 Om4 0.53 1 0.10 r-_- 0.015 0.021 0.020 110 0.720.151 120 0.8] 1 0.53_ _ _ - i0.53 0.155 0.158 0.52 174 1.73 1.72 0.263 _1 03 06 0.308 -0.112 -0 .131 -- -0.150 130 0.32 '' 003] 0.52 1 0.09 0.017 0.020 130 064 140 0.31 0.037 0.52 1 0.00 0.015 0.010 140 0.60 0.161 1 0.52 1.72 0.331 -0.170 150 0]9 I 0.036 0.52 008 0.018 _ 0.018 150 0.57 0.164 1 0.52 1.71 0.354 -0.190 180 0.26 1 0.039 0.52 009 0.021 0.018 0.017 160 0.55 170 0.52 0.167 1 0.52 0.169 0.52 171 1.70 0.376 0.389 -0.200 170 0.27 1 0.039 0.52 0..0 0.52 0.00 0.022 1 0.023 160 0.25 0.040 0.017 180 0.50 0.172 1 0.52 1.70 0.422 1.250 160 0.24 1 0.041 0521 0.00 0024 0.010 10067 0.48 0.174 1 0.52 1.70 0.4 4-0.270 200 0.23 0.041 0.52 0.00 0.026 0.015 200 l0.46 0.127 0.52 1.70 0.467 j-_-0300 0.400 1 -0.311 210 0.23 t 0.042 051 0.08 0.027 0015 210 0.44 0.171 151 1.69 22D 0.22 1 0.042 0.51 009 0.028 0.014 220 0.43 0.101 I 0.51 1.80 0.512 E-0.332 230 0.21 '., 0.51 000 0.51 0.09 0.020 1031 0.m3 0.012 230 Od2 240 040 0.183 0.51 0.165 0.51 1.68 169 _ 0.535 -0.352 __ 0.558 -0.373 290 0.002 0.20 '' 0.093 250 0.20 0.043 0.51 0.09 0.032 0.011 250 0.38 0.186 j 0.51 1.60 0.560 1 -0.394 260 0.18 1 0.044 0.51 OW 0.033 0.011 260 0.38 0.188 1 0.51 ~ 1.60 0.603 I .0415 270 0.18 1 0.044 0.51 000 0.034 0.010 270 0.37 0.100 j 0.51 1.68 0.626 4_ 280 0.18 0.045 0.51 009 0.035 0.008 280 0.36 0.102 i 0.51 160 _1.436 _ 0.648 -- -0.457 0.18 0.045 0.51 0.09 0.037 0.008 290 0.35 0.193 1 0.51 1.58 0.671 -0_4]0__ 0.616 -0.488 0.716 1 -0.520 300 300 0.045 00.51 0.51 ,51 j 009 1 0038 100 ( 0.030310 0.007 300 0.34 0.33 0.195 11 0.51 0.196 0.51 1.68 1.68 310 1.17 0048 017 320 0.16 t 0048 0.51 0.00 1 0.041 0.0 0,005 05 32D 0.32 0.1868 1 0.51 1.68 -0.541 330 0.16 '., 0.048 0.51 0.09 l 0.042 0.004 330 0.32 0.190 I 0.510.752 1.68 0.782 -0.863 340 0.18 " 0.047 0.51 0.09 0.043 0.003 340 0.31 0.201 1 0.51y 1.57 0184 _ __0.5& _ 0.807 -o.EW 350 0.15 ". 0.047 051 008 0.044 03 0 350 0.30 0.202 0.51 I 167 380 0.15 t 0.047 0.51 0.09 j 0.046 J 0.002 360 0.36 0.203 0.51 1.67 0.830 -0628 370 0.15 i 0,040 0.61 0.09 1 0.047 0.001 370 -1 020 380 0.281 0.205 0.51 1.57 0.206 0.51 1.87 0.852 -0648 0.875 -Ofi0 300 0.14 1 0.048 051 1 1.09 d 0.048 0.000 300 0.14 1 0.048 0.51 1 0.08 0.049 -6.001 390 0.20 0.207 1 051 1.67 0.888 .0.6911 400 0.14 0.040 0.51 009 0.051 -0,003 400 0.27 0.208 0.51 1.67 _ 0.920 -0112 410 0.14 0040 0.51 1 0.00 1 0.052 -0.003 410 027 0200 1 0.51 1.87 0.943 -0.734 _ 420 0.13 t 0.048 0.51 0.08 0.053 -0.004 420 026 0.211 0.51 1.67 _ 1965 -0.755 430 0.13 0.040 0.51 0.00 0.044 -0.015 430 0.261 0.212 0.51 1.00 0.906 -0.777 440 0.13 0.040 0.51 0.09 0.050 -0.006 440 0.25 0.213 1 0.51 1.67 1.011 -0828 450 0.13 0.050 0.510.08 0.057 ~ -OW] 450 0.25 0214 • 1.67 1.034 -0.820 00 412 0.0.51 0.050 0.51 0.09 I 0.058 -0.000 460 024 0.215 0.51 1.57 _ 1.058 -0.841 470 0.12 i 0.050 0.51 1 0.09 0.058 -0.000 470 0.24 0.216 1 0.510.6 1.87 _ 1.079 -0.083 480 0.12 1 0.050 0.51 0.09 0.051 -0.010 480 0.24 0.217 1 0.51 1.67 1.102 -0.165 490 0.12 1 0.051 0.51 0.09 0.062 -0.011 490 0.23 0.210 1 0.51 1.67 1.124 -0.028 500 0.12 t 0.051 0.51 0.00 0.063 -0013 500 0.23 0.219 I 0.51 1.67 1.147 1 -6.020 510 0.11 I 0.051 0.51 0.00 0.060 -0.013 510 0.23 0.220 I 0.51 1.67 1.190 1_ -0.050 520 0.11 0.051 0.51 0.09 0.066 -0.014 520 0.22 0.,221 0.51 1.66 1.102 j -0 0/1 530 0.11 0.052 "1 1L 0.51 0.09 0 -0.015 530 0.22 j067 0.222 0.51 1.66 1.215 -0.993 540 0.11 1 0.902 0.51 009 I 0.068 -0.016 540 0.22 0.223 1 1 0.51 1.66 1.230 550 0.11 1 0.052 0.51 1 109 0.068 -0.017 550 0.21 0.,224 1 0.51 1.6 1.260 -1.037 _ 560 0.11 "': 0.052 : 0.51 0.00 0.071 -0.010 500 0.21 0.225 0.51 1.666 1.283 570 0.11 0.052 0.511 0.09 1 0.072 -0010 570 0.21 0.226 0.51 1.65 _ 1.308 • -1.060 580 11 0.10 0.053051 ti 0.073 -0.020 560 690 0.20 0.20 0227 I 0.51 0.227 1 0.51 166 1.66 1.328 I_-1.102 1.351 -1.124 590 0.10 0.053 0.00 0.51 009 0.074 -0.022 600 0.10 1 0.053 0.51 009 j 0078 -0.023 600 0.20 0218 r 0.51 116 1.374 I_ -1.146 IA Detention. ModfM FM 00095 vaunre lc0Dlpn.l v 620 Med FM Major Storage Vol ,re (cafe g.)= 1,003 Mod. FM Minor Storage Volume (ecran.)= 0.0213 Mod. FM M for Storage Volume(etre-R.) • 0.0230 UDFCO DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 &&2014.12:59 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: LOS Chapel Basin ID: Volume (acre-feet) 0 0 0 0 Inflow and Outflow Volumes vs. Rainfall Duration __ • • 04.E 0 100 200 300 400 500 600 Duration (Minutes) 700 + Miner wenn inn/myelin. —s- MNor Morn Omnuw Volum• a Miner mann swag. Veom• —e— Mgr Swam Innew Volum. —s—MMer Stem°tines Velum• • major Storm St •Volum• UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 IA Detelbn, Mod6ed FM 2/3/2014.12:50 PM STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET 1 i1 x3 41 8 n oS1 8 unnfinun t $¢$¢ 1181h 11411 t1oeo of of z1 eyR 44�o y ler. 0000 ODOB 0000 0000 o00 o0 00000 0000 00000 Yxx 8 101s'sls d;0661616 g' al o i 3133:: I ! I II II II I1 11 11 Illi 1 II 11 I III lt- TllllllIll EE I a ffii I 1 I j lI O Ii I II l �I�li l I 1 i l I gg@@ O 8€ i ' I I l I I I ? . 1 _° m Oar IIi !� 4 ISI � $§ ml O< 1 1 �i ii iog 8 III 1I I'1 III l 1 ill II r�I III 1 i1 II :a a§z: Ix j ' VI 11 1I I 1 00 1�1111 �111 1 leo„ 3I JE 1 l 1 I l 1 I^ .11 j I I =4 1 i1 1 $ a I - III l! I I UII I' I ISI Lill �! ,I 1 11' 1ii1 I1 1111 1 1 gg O2/ 18 188.' ^ l8 8a'9a ala 8i88i 3'61::: as a9¢a�<aaaaaai 3HI£::ac�3.alaas 3a 9ala sax- a¢1. alsaa as J.E° 888 tR IgIld S I dd}}y skaaaaa 8$.$88ana'ai::. ¢a aaa aaa3��3x1xall3��3x�: ¢al ¢I a'a as aal ala re a° I �8 q48 I II8�$$ 88 188 g :m BRa.4 o 81<aaaa .alala1.x1.11ax.l1111alala1x�33a3iaaa�: I ax'aa �; 06101 gala ala a<daa asax3 III 9¢3¢a a<aalaaa xx al ala x13.333 � a[j[�9a 0 ■ s aaaaa x13333 1;11 as :Ic as - aaa aaa. xx3�a� ° d 880$0�a aiaa ce Io8000loovaalaaaaa.xa��xaalaa�.��alala3a3 aaaaaa sa ala a ala aaaaaaama aaol 8 8 1.3 0 RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: LDS Chapel Basin ID: X Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Elev: WS = Elev: Invert = Q= Dia = C.= Full -flow Capacity (Calculated) Full -flow area Af = Half Central Angle in Radians Theta = Full -flow capacity Cif = Percent of Design Flow = Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Theta = = T,= Y.= Elev Plate Bottom Edge = = Width of Equivalent Rectangular Vertical Orifice Equivalent Width= Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid EI. _ 41 Vertical Orifice 42 Vertical Orifice 5,532.00 5,528.00 3.29 12.0 0.65 0.79 3.14 7.7 233% 1.44 0.32 11.89 0.43 5,528.43 3.3 0.74 5,528.22 feet feet cfs inches sq ft rad cfs rad sq ft inches feet feet cfs feet feet UD Detention, Restrictor Plate 2/3/2014, 12:58 PM 12" Storm Pipe Capacity Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For untitled.fm2 Storm Pipe Circular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Diameter Discharge 0.012 0.010000 ft/ft 12.00 in 2.08 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. 0.52 ft 0.42 ft2 1.62 ft 1.00 ft 0.62 ft 52.28 0.005942 ft/ft 5.01 ft/s 0.39 ft 0.91 ft 1.37 4.15 cfs 3.86 cfs 0.002904 ft/ft 01/31/14 FlowMaster v5.15 03:15:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Project File untitled.fm2 Worksheet Storm Pipe Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.012 Channel Slope 0.010000 ft/ft Depth 0.52 ft Diameter 12.00 in Discharge 2.08 cfs 1, H 1 NTS 12.00 in 01/31/14 FlowMaster v5.15 03:15:49 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 15" Storm Pipe Capacity Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For untitled.fm2 Storm Pipe Circular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Diameter Discharge 0.012 0.010000 ft/ft 15.00 in 3.63 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. 0.64 ft 0.63 ft2 1.99 ft 1.25 ft 0.77 ft 51.10 0.005514 ft/ft 5.75 ft/s 0.51 ft 1.15 ft 1.43 7.53 cfs 7.00 cfs 0.002691 ft/ft 01/31/14 FlowMaster v5.15 03:04:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Project File untitled.fm2 Worksheet Storm Pipe Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.012 Channel Slope 0.010000 ft/ft Depth 0.64 ft Diameter 15.00 in Discharge 3.63 cfs 1, V H 1 NTS 15.00 in 01/31/14 FlowMaster v5.15 03:07:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project: Inlet ID: DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD LDS Chapel Basin P4 Gu ter Inlet OVERLAND FLOW I JI SIDE STREET OVERLAND I FLOW CUTTER FLOW— CUTTER PLUS CARRYOVER FLOW \ ROADWAY CENTERLINE Show Detai Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peakflow for 1/2 of stoat OR grass -fined channel):-Qknown= If you enter values in Row 14, skip the rest of This sheet and proceed to sheet CI -Allow or Area Inlet. 0.7 1.6 cfs Geographic Information: (Enter data in the blue cells): Site Type: O Site Is Urban O Site Is Non -Urban Ir Flows Developed For: 1O Street Inlets O Area Inlets In a Median Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Channel Flow = Slope (ft/ft) Length (ft) Acres A. B, C. or D Haintaii Information: Intensity) (IO ChM )=Li'Y,/(62 fie)"Ca Minor Storm Major Storm Design Storm Return Period, 7, = Return Period One -Hour Precipitation, P1= C,= C2= C3 - User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5 -yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry -Over) Flow from upstream Subcatchments, 05= Total Design Peak Flow, Q = 0.0 0.0 0.7 1.6 years Inches fs fs J UD -Inlet Basin P-4, Q -Peak 2/3/2014 Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE•HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) LDS Chapel Basin P4 Gutter Inlet r Street own Gutter Geometry (Este data In the blue onl sj Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb (typically between 0.012 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Width Street Transverse Slope Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spread for Minor & Major Storm Max. Allowable Depth at Gutter Flowline for Minor & Major Storm Allow Flow Depth at Street Crown (leave blank for no) Tama = 2.0 ft SNACK = 0.001 ft/ft neva = 0.013 Hcuea = 6.00 Inches TCROWN= 12.0 ft W= 8x= 0.033 ft/ft Sw = 0.083 fl/ft Se= 0.023 ft/ft 2.00 RSTREET = TM<x = dem = MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Capacity is based on Spread Criterion 000w= Minor storm max. allowable capacity GOOD -greater than flow given on sheet 'Q -Peak' Major storm max. allowable capacity GOOD -greater than flow given on sheet 'Q -Peak' 0.015 Minor Storm Major Storm 8.0 8.0 4.0 6.0 0 Minor Storm Major Storm 4.6 I 5.9 ft nches check = yes cfs UD -Inlet Basin P-4, Q -Allow 2/3/2014, 9:17 AM INLET ON A CONTINUOUS GRADE Project: Inlet ID: LDS Chapel Basin P4 Gutter Inlet (--La (C)— DeDan Information 11mM) Type of Inlet Local Depression (additional to continuous gutter depression' a from'UAIbW) Total Number of Units in the Inlet (Grate or Cub Opening) Length of a Single Unit Inlet (Grate or Cub Opening) Width of a Unit Grate (cannot be greater than W from O.Allow) Clogging Fehr bra Single Unit Grate (typical min value 0.5) Clogging Factor fora Single Unit Cub OpeNrg (typical min. value = 0.1) Type Stock. = No= We= CrG CrC= MINOR MAJOR User-Oefned Combination 2.0 20 1 3.33 3 33 1.83 1 Sa 0.50 0.50 0.10 0.10 inches ft ft Street Hydraulics: OK .0 < maximum allowable from shept'0-AllowMINOR MAJOR Total Inlet Intercepyon Capacity 0 • 0.62 1.17 cfs Total Diet Cany.Over Flow (Dow bypassing Inlet) Oa= 0.1 0.4 cfs Capture Percentage = DAL = 054= 84 76 % UOdnlet Basin P-4, Inlet On Grade 2/3/2014, 9:18 AM Project: Inlet ID: DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD LDS Chapel Basin P-10 Area Inlet OVERLAND FLOW 1J , STREET , I ► O ROW D ► J CUTTER FLOW-- CUTTER PLUS CARRYOVER FLOW j— \ ROADWAY CENTERUNE trg Show Detai Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flowfor 12 or street OR grass -lined channel):-0known1 0.1 0.6 cfs * If you enter values in Row 14, sklp the rest of this sheet and proceed to sheet 0 -Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Site Type: O Site is Urban O Site Is Non -Urban Flows Developed For: (O Street Inlets O Area Inlets in a Median Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Channel Flow = Slope (tut) Length (ft) Acres A, B, C, or D Raintalflnformation: Intensity I (mchmr) = 6, - P, / 11, + 1 Design Storm Return Period, T, = Return Period One -Hour Precipitation, P, = C,= 01= 01= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5 -yr. Runoff Coefficient (leave this blank to accept a calculated value). Cs = Bypass (Carry -Over) Flow from upstream Subcalchments, 05= Minor Storm Major Storm 0.0 0.0 years riches fs Total Design Peak Flow, Q a 0.1 0.6 cfs UD -Inlet Basin P-10, 0 -Peak 2)3/2014 AREA INLET IN A TRAPEZOIDAL GRASS -LINED CHANNEL LDS Chapel Basin P-10 Area Inlet d B --I Grass Type Limiting Mannings n A 0.06 B 0.04 C 0.033 D 0.03 E 0.024 Analysis of Trapezoidal Grass•LIned Channel Using SCS Method MRCS Vegetal Retardance (A. 8. C, D, or E) Manning's n (Leave cell D16 blank to manually enter an n value) Channel Invert Slope Bottom Width Left Side Slope Right Side Slope Check one of the following sod types: Soil Type: Max. Velocity (V .) Max Froude No. (F,,..) Sandy 5.0 fps 0.50 Non -Sandy 7.0 fps 0.80 Max. Allowable Top Width of Channel for Minor 8 Major Storm Max. Allowable Water Depth in Channel for Minor 8 Major Storm A. B. CD or E n= So = 0.0100 R/ft B= 6.00 ft 21 = 4.00 ft/ft Z2 = 4.00 f/ft C see details below Lfloose One: O Sandy O Non -Sandy Tgw= dsax = Minor Storm Major Storm 12.00 12.00 1.00 1.00 feet feet Allowable Channel Capacity Based On Channel Geometry MINOR STORM Allowable Capacity is based on Top Width Criterion MAJOR STORM Allowable Capacity Is based on Top Width Criterion Water Depth In Channel Basad On Design Peak Flow Design Peak Flow Water Depth Minor storm max. allowable capacity GOOD • greater than flow given on sheet'0-Peak' Ma'or storm max. allowable capacit GOOD • reater than flow given on sheet'Q-Peak' Qnbw d.mw = Q. d= Minor Storm Maior Storm 3.14 3.14 0.75 0.75 0.07 0.55 0.13 0.42 cfs ft cfs feet nlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) Width of Grate Length of Grate Open Area Ratio Height of Inclined Grate Clogging Factor Grate Discharge Coefficient Orifice Coefficient Weir Coefficient COOT Type C (Depressed) Water Depth at Inlet (for depressed Inlets, 1 foot is added for depression) d = Total Inlet Interception Capacity (assumes clogged condition) Qa = Inlet Capacity IS GOOD for Minor and Major Storms (> 0 PEAK) Bypassed Flow, Cie = Capture Percentage = 0100 = C% MINOR 0.00 2.00 2.00 0.70 0.00 0.50 N/A 0.64 2.05 MAJOR 1.13 1.42 7.64 8.57 0.00 0.00 100 100 degrees feet feet feet cfs crs UD -Inlet Basin P-10, Area Inlet 2/3/2014, 9:29 AM APPENDIX D FEMA Flood Map 0% paii4 *4 atlh P14,14- Ptuit/choute leo •,y41?,tv8. 222 Grand Valley Way Parachute, Colorado 81 635 (970) 285-7630 Stuart S. McArthur, Town Administrator February 25, 2014 Garfield County Building and Planning Department ATTN: Kathy Eastley 108 8I" Street, Suite 401 Glenwood Springs, CO 81601 Subject: The Church of Jesus Christ of Latter-day Saints - Parachute Independence CUPA7768 The purpose of this letter is respond to your Referral Form dated February 19, 2014, for File Number DUPA7768. It is for the conditional use permit for The Church of Jesus Christ of Latter-day Saints - Parachute Independence. The Town of Parachute has no issues regarding granting this conditional use permit. If you have any additional questions or concerns, please contact me at 970-285-7630. Sincerely y Stuart S. McArthur Town Administrator SSMc March 6, 2014 GRAND VALLEY FIRE PROTECTION DISTRICT 0124 STONE QUARRY RD PARACHUTE, CO 81635 PHONE: 285-9119, FAX (970) 285-9748 Mike Bradshaw P.C. Architects, Inc. 301 E. Tabernacle, Suite 206 St. George, Utah 84770 Re: LDS Church in Parachute, CO on Battlement PUD Mr. Bradshaw: EXHIBIT I have reviewed the plans for the above stated building. I would like to thank you for the electronic access for the plans. It was very helpful to just scan to the sections I needed. At this time the Fire District doesn't have any objections to move along with the project. When the future expansion happens the parking lot will need to meet the International Fire Code so that Fire Apparatus can access the building from all sides and be able to hold the weight of our Fire Apparatus. The Fire Sprinkler plans need to sent into the Colorado Fire Prevention & Control Division for review. Even with the Fire Districts review of the plans it is the responsibility of the owner to make sure the building complies with the International Fire Code 2009 Edition. If you should have any further questions please feel free to contact me. Sincerely, Rob Ferguson Deputy Fire Chief, GVFPD Cc: Chief Blair File March 10, 2014 Ms. Kathy Eastley Garfield County Planning 108 8th Street, Suite 401 Glenwood Springs, CO 81601 MOUNTAIN CROSS r ENGINEERING, INC. Civil and Environmental Consulting and Design RE: Review of Church of Jesus Christ of Latter Day Saints: CUPA7768 Dear Kathy: EXHIBIT 1v This office has performed a review of the documents provided for the Conditional Use Permit application for the Church of Jesus Christ of Latter Day Saints. The submittal was found to be thorough and well organized. The following comments were generated: 1. The traffic study does not provide enough information to satisfy the parameters for a Basic Traffic Study. The Applicant should refer to Article 4 of the ULUR for these criteria. 2. The Applicant provides a will serve letter for sewer and water services. There are requirements in Article 4 of the ULUR that are not addressed in the letter. County Staff should verify if Battlement Mesa Metropolitan District (BMMD) has a water supply plan with the "will serve" that would satisfy the requirements. If not the Applicant would need to obtain a letter from BMMD that does. 3. The erosion control plan should include protection for the proposed inlets that are on the north side of the building. Peel free to call if you have any questions or comments. Sincerely, Mounta Cross Enginee ing, s Hale, PE 826'/2 Grand Avenue, Glenwood Springs, CO 81601 P: 970.945.5544 F: 970.945.5558 www.mountaincross-eng.com From: Chris Hale To: shanerCo�coloradobelties.com Cc: Kathy A. Eastley Subject: RE: LDS Church Date: Tuesday, March 11, 2014 4:12:40 PM Greg: On the traffic study for the LDS church. I am missing an assessment of the existing traffic adjacent to the proposed church and how that would increase based on the proposed traffic. Since there are no newer counts than 2002, in other reports I have seen those numbers used with a growth factor. That would be fine. Also other reports divide the total number down into percentages exiting and entering and a percentage of ADT for peak hours. That would be fine in lieu of performing traffic counts, if you would prefer. Once you have estimated/shown the existing, added the proposed, then verify the conclusions. Call or email with any questions or comments. Thanks. Sincerely, Mountain Cross Engineering, Inc. Chris Hale, P.E. 826 1/2 Grand Avenue Glenwood Springs, CO 81601 Ph: 970.945.5544 Fx: 970.945.5558 From: Kathy A. Eastley [mailto:keastley@garfield-county.com] Sent: Tuesday, March 11, 2014 3:42 PM To: Chris Hale Subject: RE: LDS Church The applicant has to meet the requirements of a basic traffic study so that we can get sufficient information to make an informed recommendation to the Board. I spoke with Road and Bridge regarding traffic numbers and the most recent in Battlement Mesa is the 2002 number. There is a specific review criteria for Battlement Mesa that requires the applicant to demonstrate that: (2) Street Improvements adequate to accommodate traffic volume generated by the proposed use and to provide safe, convenient access to the use shall either be in place or shall be constructed in conjunction with the proposed use; So I think that you can respond to the applicant's engineer that what you are requesting is the bare minimum necessary to satisfy the above review criteria. Without the information you are requesting I don't know that we can state that safe, convenient access will be in place to serve the proposed use. Thanks Chris. Kathy Eastley, AICP Senior Planner Garfield County Community Development 108 8th Street, #401 Glenwood Springs, CO 81601 Phone: 970-945-1377 ext. 1580 Fax: 970-384-3470 keastley€'garfield-county.com From: Chris Hale [mailto:chrisC@mountaincross-eng.com] Sent: Tuesday, March 11, 2014 11:36 AM To: Kathy A. Eastley Subject: LDS Church Kathy: Greg Shaner was asking about my comments to the traffic study. His issue is that the LDS church would draw from the community within Battlement Mesa. He contends that the interior roads within the PUD were designed for the infill of that development and that the LDS church traffic was taken into consideration years ago. He also would rather not have to perform traffic counts on a Sunday for a use that typically would have very little impacts to adjacent street peak hours. I don't disagree. My issue with the traffic study is that there is no estimate of adjacent street traffic to the LDS church and assessment of the increase/impacts to the adjacent street. Also the existing traffic they reference is from 12 years ago and is between the highway and the Battlement Mesa PUD. So the reason I am emailing you is to get your input on how I'd like to direct Mr. Shaner: I would like an assessment of the increase in traffic to the adjacent street based on the proposed use. This is something that the Basic Traffic study was trying to achieve. So I would like to have him use the 2002 data with a growth factor and estimate the adjacent street traffic on a Sunday, listing his assumptions. Then add their ITE trip estimates to assess potential impacts. Let me know if you agree, disagree, or based on previous applications don't think the traffic study really is necessary. Thanks in advance. Sincerely, Mountain Cross Engineering, Inc. Chris Hale, P.E. 826 1/2 Grand Avenue Glenwood Springs, CO 81601 Ph: 970.945.5544 Fx: 970.945.5558 March 13, 2014 Garfield County Kathy Eastley Garfield County Community Development Department RE: Church of Jesus Christ of Latter Day Saints-CUPA 7768 Dear Kathy, I did a site visit and there appears to be no noxious weed issues. Please let me know if you have any questions. Sincerely, 9 Steve Antho y Garfield County Vegetation Manager vegetation Manajement 0375 County Road 352, Bldg 2060 Rifle, CO 81650 Phone: 970-945-1377 x 4305 Fax: 970-625-5939 CRUX CIVIL ENC1INEERINCt,6 DEVELOPMENT CONS M.1 -TANTS Michael Bradshaw P.C. Architects, Inc. 301 E. Tabernacle, Ste. 206 St. George, UT 84770 email:mbradshaw@infowest.com RE: CRUX Consulting Additional Traffic Information LDS - Parachute Dear Mike, This letter has been prepared providing additional traffic information for the LDS Chapel Parachute project in Battlement Mesa as requested by Garfield County. As previously noted in the October 24, 2013 traffic impact review letter prepared for the project by Colorado River Engineering, the average daily traffic (ADT) volume along Battlement Mesa Parkway was 2,527 vehicles per day in 2002. This was most likely a weekday traffic volume as ADTs are identified during the peak weekdays. To determine daily traffic differences between a weekday and a Sunday (when the church is anticipated to generate traffic), we compared the ITE Trip Generation daily trip rates for single family residential (as that is the prevailing surrounding development use presently). Based on a comparison of these daily rates (8.62 trips per day on a Sunday versus 9.52 trips per day on a weekday per dwelling unit), a Sunday ADT would be approximately 90 percent of the weekday ADT. Therefore, the 2,527 daily traffic volume along Battlement Parkway would have likely been approximately 2,300 vehicles per day on a Sunday. To identify what this volume may be in 2015 when the church is complete, an average annual growth rate of traffic of 2 percent was used. This growth rate is believed to be conservative, as there has been little change in the area over the past 5 to 10 years. But, this value was used as we did not want to underestimate the future daily traffic volume. Applying this two percent annual growth rate to the 2002 Sunday 2,300 daily traffic volume results in a 3,000 Sunday daily traffic volume along Battlement Parkway. The proposed 5,823 square foot church daily traffic generation was calculated for a Sunday. The ITE rate for Sunday trip generation for a Church (ITE Code 560) is 36.63 trips per 1,000 square feet. Based on this, 214 daily trips are anticipated to be generated on a Sunday by the LDS Chapel Parachute project. It is assumed that traffic would distribute as 50%/50% along to and from the east and west along Sipperelle as an access route either directly to E Battlement Parkway or connect to Spencer Parkway and then to North or South Battlement Parkway. For purposes of this calculation it was assumed that all traffic would use Battlement Parkway to access the site peripherally. Given the distribution split, it would be assumed that 107 daily trips would be generated to and from the north along Battlement Parkway and 107 daily trips would be generated to and from the south along Battlement Parkway (half and half). Therefore, it is expected that the project would increase the Sunday daily traffic volume along Battlement Mesa by less than 4 percent, with the volume increasing from 3,000 ADT to 3,100 "Providing; D naiuic tioIuiR I1S to Complex Development Challenges.. 1 10 1.:..31c1 Succi SUM' 20-1 j liil]� . (.'olor ck, 81650 (}70.319.,)71-1 r,11i< r r CCU CRUX CIVIL ENIiINEERINCi AEVEL_OPMENT CONSLA.L_TANTS ADT on a Sunday. This increased daily volume can easily be accommodated on the four -lane Battlement Parkway, representing a volume of about 8 percent of capacity (3,100 vpd Sunday volume/38,000 vpd capacity). Therefore, the existing Battlement Parkway is sufficient to accommodate project traffic. The Sunday daily traffic volume along Sipprelle Drive adjacent to the proposed church would be very minimal due to Grand Valley Middle School existing across the street generating no (or extremely little) traffic on a Sunday and the Mesa Vista retirement home to the west generating very little Sunday traffic. The collector roadway of Sipprelle Drive was designed with the Battlement Mesa PUD approval process and meets the "Minor Collector" designation, which per Garfield County Land Use Code allows an estimated 401-2500 adt which is sufficient to accommodate project traffic in its existing configuration. Based on these traffic volume projections, the existing streets adjacent to the LDS Chapel Parachute project will be adequate to accommodate traffic volumes generated by the proposed church and will provide safe and convenient access. The recommendations of the October 24, 2013 letter are still believed to be true and accurate. Please let me know if you have any questions, and feel free to call me directly at 970.319.9744. ,J 1;1, Best'Regarsts,, gory°Shaner, P„E PreSid nt 1 10 E. 3rd Street Suite 204 I Rifle, Colorado 81650 970.319.9744 office/cell estW©iter Enghearing EXHIBIT v, 2516 FORESIGHT CIRCLE, 41 GRAND JUNCTION, COLORADO 81505 (970) 241-7076 FAX (970) 241-7097 March 21, 2014 Steve Rippy, District Manager Battlement Mesa Metropolitan District 401 Arroyo Drive Parachute, CO 81635 RE: Water System Demands for the Proposed Church of Jesus Christ of Latter -Day Saints, Battlement Mesa, Colorado Dear Steve, We received the projected water demands for the proposed Church of Jesus Christ of Latter -Day Saints (Church) from the Petitioner's Architect, Dennis Patten of PC Architects Inc., located in St. George, Utah on March 20, 2014. The Church is proposed to be located on a parcel of property along Sipprelle Drive southwest of the new middle school (Parcel #2407-171-17-001), and is located within the District's existing boundaries. As such, the property was included as part of the District's original water distribution and water supply mater plan when the Battlement Mesa development was completed in the early 1980's. Garfield County's Land Use and Development Code also requires that a water supply plan be submitted for any new developments as part of a "Will Serve" letter. The water supply plan needs to include the following: a) An estimate of the water supply requirements. b) A description of the water supply source. c) An estimate of the water yield supply under various hydrologic conditions. d) Water conservation measures, if any, to be implemented e) Water demand management measures, if any, to be implemented to address hydrologic variations. Although the County criteria applies more to larger developments, we attempted to address each of the items below based on Mr. Patten's summary of the projected average day, maximum day, and peak hour demands that is attached for your reference. a) The maximum annual water demand is anticipated to be approximately 35,200 gallons based on a maximum day demand of 337.5 gallons per day (gpd) during Saturday and ]'.1TEAiPtBattlemens MesaIC/wtrli-LDSILDS Will Sen'e. $wd Steve Rippy March 21, 2014 Page 2 Sunday Church services or other events when the maximum building occupancy of 250 could occur. This is somewhat conservative, since it is not anticipated that the building will be at full occupancy on every weekend of the year. During weekdays, demands are expected to be minimal when only Church staff will occupy the building. Peak hour demands are anticipated to be 5 to 10 gallons per minute based on the number of fixture units in the building, and was used to size the water service line from the District's water main connection in Sipprelle Drive to the building. b) The proposed Church will be served by the District's existing 12 -inch waterline in Sipprelle Drive that is supplied by the District's Zone B pressure zone. A 6 -inch fireline, as well as a separate 2 -inch water service line will connect to the District's 12 -inch water main to serve the Church building. Based on a finished floor elevation of the Church building of 5556.25, residual static pressure at the site will be in the range of 60 psi. The residual static pressure should be sufficient to provide adequate water service to the Church. c) Since limited landscaping is being proposed, the estimated water yield under various hydrologic conditions is not applicable to the Church Site Plan. d) No water conservation measures have been put in place other than Garfield County's Building Code requirements (International Plumbing Code) for low use fixture units that are part of the architectural plan. e) Water demand management measures are not necessary, since the Church will be supplied by the District's existing water system from the Zone B pressure zone. Please let us know if the above mentioned items address the County's criteria for providing a water supply plan for the proposed Church as part of the District's "Will Serve" letter. Refipectfully, Stephen T. LaBonde, P.E. District Engineer cc: Michael Bradshaw, P.C. Architects Inc. Enclosure Battlement Mesa Metropolitan District 401 Arroyo Drive / P.O. Box 6116 / Parachute, CO 81635 Tel: (970) 285-9050 / Fax: (970) 285-9631 October 7, 2013 Mr. Fred Jarman Garfield County Community Development 108 8th Street, Suite 401 Glenwood Springs, CO 81601 RE: Water & Sewer Service, Church of Jesus Christ of Latter Day Saints Dear Fred, The Church of Jesus Christ of Latter Day Saints is proposing to construct a church within Block 3, of Town Center Filing #5, Battlement Mesa, identified as parcel number 2407- 171-17-001 of the Garfield County Assessor's records. This parcel is within the boundaries of the Battlement Mesa Metropolitan District and therefore eligible for water and sewer service to be provided by the District. This letter shall serve as documentation that the BMMD will provide water and sewer service to the church. Sincerely, Steve Rippy 777 District Manager * SERVING THE COMMUNITY * WATER & WASTE WATER OPERATIONS * ACTIVITY CENTER * ASSOCIATION MANAGEMENT C. ARCH111 [c.k , b S, iNC. March 20, 2014 WATER DEMAND CALCULATION Project: Parachute Ind -130 LDS church with 250 Occupants O Average day demand — 250 Occupants x 0.54 gal/person/day = 135 gpd (gallons per day) 6 Maximum day demand — 2.5 x average day demand = 337.5 gpd 6 Peak hour demand — 4.0 x average day demand = 540 gpd Dennis Patten — AIA tuatat "cuts ai.a.•D x VW 'Wiled -e aeeea 'ONI S1O311HONN "O"d mina aromas 3M/1S'00 H3)13311 OCI-ONI EIOZ 31f1HOWVd R4e1VSFV0-2311Y130 ZSRIHO snsaf 10 ammo FULL EXHIBIT .60 95E M ,CIRS.9 S PROJECT DATA 1 R„ ya gg i m' g fr b L s [j a p 6 °:z:: - 1 seg • E ¢o da SY . 5 y 5 5i¢ . 5 S 5 PROJECT NORTH d P.C. Architects, Inc. Architects/Planners Bennis B. Patten, A.I.A. P.O. Box 217 St. George, Utah 84771-0217 436-673-6579 Fax 436.673-3350 MEMORANDUM DATE: 3 April 2014 EXHIBIT CLIENT: Kathy Eastley, Senior Planner Garfield County 108 8th Street, Room 100 Glenwood Springs, CO 81601 FROM: Dennis Patten, Archit P.C. Architects, Inc. P.O. Box 217 St. George, UT 84770 ras 3 A P12— PROJECT: 2 PROJECT: Battlement Mesa LDS Church Sipprelle Dr. Parachute, Colorado 81635 Kathy, Please accept this correspondence as notice that Todd Robinson will be representing me during the hearing for the Land Use Permit for the LDS church in Battlement Mesa on Monday, 7 April 2014. I apologize, but I have need to be in Washington DC for meetings at this same time. Todd Robinson is very familiar with the project and can field questions regarding any planning matters. Please contact me if you have any questions. FILE: (H) 1309-MEMO-140403-03APR14