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24TH E 15601 Grace Harvest Fellowship Church Add Classroom/Office EN GINE ER' S"VIE W S HEET 24T]-t E. 15601 Project Status Active As Built Plans Received Buildings Tlle BOOOO 1 Road Plans Approved Companion Files: New Road Standards 5-I5-95 Mylar Relateci }=ile5; B99009431 liciuring: Buildinb Dept. }3000001247 Technical Review: Preliminary RevieNv: 01/13/2000 10:00 Type: Bldg Pre-Application [,arge Lot ~ 131dg. SNuare Feet 17380 Date Received- 01/07/2000 No, Lots: No. Acres: Project Name GRf1CE HARVEST FELL0IVSHJN CHUI2CH AJa1a CI..ASSROOiVI / OFFICE Stte Address 24TH E. lSGOI , S 20TH, N. 24T11, E SULLIVAU, W. 7'1N9f3EIZLAND Range-'fownship-Scction: 44 - 25 - 25 NARCEL(S): (tirst 20) Applicant Conditions Alailed 45252 9094 Ron Mackie Flood "Lone I\10 ARCI1[TECTURAL VCV"I'U~RES WaterSource 9802 E. viission Scwcr Source SPOfCf1NE, WA 99206 School Dist Phone Fii-c Dist 1 (509)922-5287 Yhonc llisl Owncr GRACL HARVL'°S`l' FELLOWSI IIP CI-fURCH 15601 E. 24th St VERADALE, 1VA 99037-9024 Phune (509) 926-3254 13uilding Ph: 477-3675 / Planning Ph: 477-2205 Contact: ROBIiN BiJRRIS I)ate Submitte llescription Initials Eng Need Technically Gomplete Eng Need I larvard Rd Mitigation Eng Need Drainage Plans Eng Need Trafi ic Analysis Eng Need Other Eng Pay Fees Reccivcd Eng Final Plat Fees Completed ~ Eng Prionty I~ees Recei~•cd C~p~' t0 ACCOUIIfllla Notice to Public / Notice to Public # 1 3 4 6 Completed - or Needs 1o be signed Desiail Deviation Dates (In-Out) tsonu quanues tor tlrainage item calculated ~ Hearing Date Decisiun App Den Cond Appld BCC Appealed ta 13CC Decision App Den Cond Appld Cow•t Appealed to Court Decision App Den Cond Appld Stamped Mylars to Secretary (Sandy) Staitiped 208 Lot Plans to Secretary (Sandy) - - - - ~ /3. ~ ~ - - _ - ~ . 7 - a5oo>---- _ ~ a,~ - Project Ntmiber: 0000.0127 Inv: "I Application Date: 02/03/20 Page l of Z , THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a* permit Proiect Ih forjttatioji: Pernut Use: CLASSR04MIOFFICE ADDITION Contact: RON MACKLE Address: 9802 E NIISSION AVE Setbacks: Front Left: Right: Rear: C =-S -'Z SPOKANE, WA 99206 Phone: (509) 922-5287 Site Iftforittatiofi: Plat Key: 999999 Name: RANGE . District: S ' Parcel Number: 45252.9094 SiteAddress: 15601 E 24TH AVE Owner: TVame: GRACE HARVEST CHURCH VERa.DALE, WA 99037 Address: 15601 E 24TH AVE Location:: VER VERADALE, WA 99037 Zoning: UR 3.5 Water District: 999 UIVKNOWN Hold: ❑ Area: 6.00 Elcres Widtli: 0 Depth: 0 Right Of Way (ft): 60 Nbr of Bldgs: 0 Nbr of Dweilings: 1 Review I`c forination: Department Review BUlZDING Review Coordinator Comments: BUILDING Plan Review . Comnients: PLANNING Landuse Review Comments: ENGINEER Site Drainage Rcview . „ Comments: ~~Cl~ ~h ~ _S~. C • /~l !x~'G'~/ G~• C6N,Oz7'`~ZZe,1V • ~/o~ A HEALTHDISTRICT Health Dist evieiv Comments: UTILITIES Utilities (sewer) Comments: FIRE DISTRICT Fire District Review Conunents: ' Per»iits: ~T' - t. . ~i.♦ _~'3.~Y .a~J.~_.,.~ . l ~ vA- ~ ~ 1 I _ .s, S. r f~ C o u N -r Y UIV151UN Of ENGlNEGRiNG AND IZOADS A DIVISION Of THC I'UI11.IC WORKS D[:PAKTMGN't . Williain A. Johns, I'.E., County Cnginecr i . AGItE, EMENT TO 1'AY rEES-$,00 ~ LNCINEEIt'S AGRCr1V1EN1' NUIVII3ER Tliis a reement bet~aeen S okane Count ancl w~✓Y1 ~Q,~ i5~.3 ~ ~ I~ Y , e twrs~,ri~ whose iiiterest iil (lie project is . is entered iiito this ~ day of rC(Ortk3- ,~9 &tO.This agreement is aP[licable to tlie project knowii as: 1 -,rt".r-'C. h~4. Q-ST F~l~1S ~,p - I y1yy~ . T~tc mttntr~ry 1 (project a nhess rn-71tcrn That the indivicluals and parties na»>ed hereiii as haviiis ail interest in the above describecl property or project agree to (lie foilowing: 1. Reimburse Spokane County for project review and inspectioii fees as specitieci iii Chapter 9.14 of the Spokane County Code. Tlie fees will be basecl on actual salary costs incurrecl by Spokane County for project reviews and / or itispectioiis plus a teii perceiit adiiiinistrative charge, and will be billecl monthly as accrued. Any billing aiilouilts due, including any expenses incurred in the collectio» af an overdue account, must be paid prior to the Couitry's acceptance of the project for filing. If aproject is approvecl anc!/or filed with a balance still owing, the unpaid balance shall be - paicl witliin 30 clays of (lie iiivoice date. 2. The undersisned agrees that tliese fees are due aild payable uPon receipt oF the billing as sPecifiecl above. 3. Any iiivoices not paid wi(liin 30 clays of (lie invoice clate will be corlsiclered delinquent. If aily outstaicling balance oil the account for this project is not paid within 30 days of the invoice date, no furtiier reviews of the project docui»eiits will be conducted until the eiltire account balance is paicl. Auy balaiice on lhe account for this project not raicl withiii 65 days of the iiivoice clate inay result in legal action or the initiation- of otlier collectioii procedures, including referral to a ' collection asency, Tlie Sponsor will be liable for any ancl aU expenses incurred by the Cou»ty for the collection of overdue accoun(s. n. I'Ile nioiitlily billiiig slioulcl be sent to the attention of: . , NAMC: Eyl+e- k Se- . ADDRESS: ✓ ~ 5~.0. ~ ~ a 1 w•~1NQ,r'Side CITY, S'I'ATC: S '-W A . Z1P CODC: ~ P1-14NC N: 1'[•IONE 2: FAX I unclcrstancl that failure to pay tliese fees may result in delay in coinpletion or approvai of the projcct or other possible sanctio«s. . Q( If this fee agreement is coinpletecl by someone other than the Spoilsor (i.e., the project owner or a - principal in the t7rm sponsoring the project), such as the Engineer designing the project, then writteil authorization from the Sponsor sPecifically autlioi•iziiib tlie Abeiit lo exccutc this ree Asccement is attacliecl to tliis Fee Agreement. SIGNATURC 13y: 2 , ' • ~ ~ . 4V1 • ~aG ~i e (PRINT NAMr) ' , . Rr~l'URN YI:LI.OW COPY TO SI'OKANE COUN'CY ENGINErRS Magreeree.do» 3/8n99 1026 W liroaciway Avc Spokanc tiVA 99260-0170 (509) 477-3600 1'A,l': (509) 477-2243 '1'I)I): (509) 324-31 G( . . ~Q a-- S P O K A N E a",C O U N" T Y DIVISION OF ENCINEERING AND ROADS A DIVISIOIV OF THE PUBI.IC WORKS DEPARTMENT William A. Johns, 1'.E., County Engineer • February 8, 2000 fiRSTC[ASS Ron Mackie Architectural Ventures 9802 E. Mission Spokane, WA 99206 Re: Drainage Plan Acceptance & Project Status Grace Harvest Fellowship @ 15601 E. 24th Ron, The recently submitted Site Drainage Plan (sht. C-2) and Drainage Report by Techcon are in overall compliance with the Spokane County C'rccidelines for Stormwater Mcmagement and are acceptable for construction and permitting. The County Engineers are releasing their portion of the building permit today. Please note that a Record Dj•awing("As-Built") for the drainage plan will be required prior to issuance of the Certificate of Occupancy. I can be reached at 477-7257 or by fax at 477-7655. Sincerely, 411. 4ew~ Gary Nyberg, Plan Review Engineer fc: Alan Gay, P.E., Techcon @ 536-0565 gwnlg:/comments:b00001r1.doc ' 1026 W. 8roadway Ave. • Spokane, WA 99260-0170 9 (509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133 i • ~ Project Transmlttal Division of Building and Code Enforcement ~ EER Mondav. Februarv 07. 2000 Site Address: 15601 E 24TH AVE Project Number: 00000127 Parcel Number: 45252.9094 Zoning: U R 3.5 Fire District: FD 01 Applicant: RON MACKIE (509) 922-5287 Contact: RON MACKIE (509) 922-5287 9802 E MISSION AVE SPOKANE, WA 99206 Permit Use: CLASSROOM/OFFICE ADDITION Building Landuse Engineer Utilities Health Fire Dist Assessor x L[_ / 1 eL &C" C-•45 C' 146k(-_7C---/?"1C~1v'r- C-E~ x OCA //UAL=- kX-~ r->cf 2_ 7 .5 7 x Sr'~CIi~C_ ; ^1 !3f9. ~ ` ~ n1 X. Comments: Coordinator RBurris ~ Y~ . /llIL,C / Ul f 1 . ' . ' . YME IESr i7eadi . February 1, 2000 Attn: Spokane Cotinty Ptiblic Works To Whom It May C0i1CZrn: Xam writing this letter in order to explain the times and usagcs of our planned 2 story building addition. During the weekends, our classrooms and sanctuary are used in the normal activities associated With SLU1da>> services. NXJc do not use the office arcas as the staff is responsible for conducting the scrvices. 7f you have any further questions, please do not hesitate to call me at 926-3254. Sincerely, 1 ( , \ Steven Valkenaar Business Administrator SV:cI 241h anc1 Suilivan • F10. t3oN -031 • vercac.lale • \,\/A • 99037-0531 •5019 - 926 • 3254 Pt^e-Applicatiojz Meetitig Date/Time Transrnittal Division of 1/13/00 (aD- 10:00 AM Tyaiisjnittal Date: ThrcYS(tay, Jayiuary 06, 2400 Site Address: 15601 E 24TH AVE Project Number: 00000127 Parcel Number: 45252.9094 GE1~EO Zoning: U R 3.5 RE Fire Districf: FD 01 jQN 0 7 2000 Wa ter Dis tric t: U N K N O W N SpOKANE COUN" E~G1NEER Applicant: RON MACKIE (509) 922-5287 ~ Contacf: RON MACKIE (509) 922-5287 9802 E MISSION AVE SPOKANE, WA 99206 ° Occupant: Permit Use: PAC 1/13/00 @ 10:00 - CLASSROOM/OFFICE ADDITION IVotes: , Comments ~CLASjROOMS ARE FOR SUNDAY SCHOOL ONLY, KITCHEN WILL PROvI Z>C- ~o~~_ Transmitted to the following 0----P-lan Review ❑ Spokane County Air Pollution 0----Landuse ❑ Water District Fire Districf ~ ~ . ❑ City of Spokane Water ~ Division of Engineering ❑ City of Spokane Sewer 2] -tvision of Utilities ❑ Wa Dept of Transportation ~ Environmental Health District ~!0Cf1t'L1f1(vC_c` ❑ Liberty Lake Sewer ❑ Coordirrator RBurris ~a(-2E 5 i+ C)(QS H i~ \;C` i7-16- ACT°l,P~ c_ CcSC oi=" lh-te ADviSEO It-) Rrz4me~-f-1 `17-iC- C? rt ugC~~fq ►~-T-t-IC JLi-C-7IrU c S*~ 7~rifiT Page 1 oJ'1 • i~-t C: sC C?,A X; 't3F* LA I ~ C r~ . , F~7 OFFICE OF THE COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON Project: GRACE HARVEST FELLOWSHIP - ADDITION Address: 15601 E. 24th Tax Parcel 45252.9094 1 Permit Type/#: Commercial Building No. B00000127 Engineer's File B000001 (See B99156 for Bike Track Comments) Contact: Ron Mackie, Architectural Ventures Reviewer: Gary Nyberg, 477-7257 Meeting Date/Time: 01 /13/00 10:00 a.m. The County Engineering Deparfment has completed a preliminary review of the above-referenced project. The following items must be received and accepted prior to release of the building permit: ( ITEMS OF SPECIAL IMPORTANCE ARE IN BOID PRINT ] 1. An 'Agreement to Pay Fees' must be completed and received by the County Engineers prior to review of the civil plans & project. (See yellow form enclosed) 2. A site drdinage plan & report shall be prepared by a Professional Civil Engineer pursuant to the Spokane County 'Guidelines for Stormwoter Mana4ement'. Stormwater treatment and disposal for the new addition should be incorpordted into the existing site drainage plan. 3. Utility Condition: Permittee is responsible for arranging for all necessary utility adjustments, relocations, or improvements as required for completion of the project, including completion of the required road improvements. The developer needs to contact the purveyors of each affected utility regarding private service, utility improvements, and any relocation or adjustment costs. 4. This expansion mcy have traffic impacts which have not been previously . assessed. Please contact Steve Stairs of Transportation Engineering at 477-7492 to discuss what preliminary trip generation estimates may be needed to review. In summary, the following items must be received and approved prior to the Engineering Deparfment releasing its porfion of the permit: Agreement to Pay Fees Drainage Plan _ Traffic Estimates(if ap~icable) Fse direct all submittals to Robin Burris of the Division of Building and Planning. Spokane County Engineers Parcel: 45252.9094 Owner: GRACE HARVEST FELLOWSHIP CoOwner: Owner Address 15641 E 24TH AVE VERADALE WA 99037-9024 USA /Site Address 15601 E 24TH AVE VERADALE ~ 21~t1_^ ~ Legal Description 25-25-44 PTN OF NW114 OF SEC 25 DAF; BEG AT A PT 30FT N& 20FT E COR RIDGEMONT ESTATES N0.4-1ST ADD TH NEXT THREE COURSES A~~ W BOFT TH S OODEG39MIN38SEC W 70F7 TH N 89DEG32MIN42SEC lN PA 55FT E OF C!L SULUVAN RD TH S 44DEG26MIN32SEC E 28.23FT TO A PT l _2 r ~ \ T I ~ A rAj k • ~ 1, •~•i '~Y ` K • 1 1 ' : ~ 10 • 4 ~ ~J_h - ~ _ W6h Li L ~~..3 2((7t _ r CEDS1 t Notice: This is not a legal document. Data depicted on this map is general & subject to constant revision. It is intentled for reference use only. Legal documents shoultl be obtained from the appropriate agency. ~ ly gC..^•eG.GO~~~/ .JU r ~ Rovna , I i ~ . 0 - ' 1 ~i d . ~ ' ~ ~ • ° / ~ 19 ~_y ~ s ,1£T£liitOt~ , ~O POttD n ~ ~ r_,. / , - • . - • - ~I~- • • ' ~t . S17E DA1V~ 16 sf ts ` • i:.~' fr'F ~f;~. 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'ti ~ ~ .l~• r~ x~ en T L • • ' e" i i. , a ~ 3 ' • ~ •i t T t d.lre • I . 4 ~ ~ Z9 O C ~ ~ . . ~ . r(0J ~ e ~ ~ ! ~ • 3 • ~ ( ~ o p 3 a \ .y i~• • ~ ` ~ t. • ,r ~ Z ~ 'S,. cy 0 • f " & ' . - ;:R:r ~ ~ / ~ • ' 1 f~ ~L ~~/"i:n`46 t0 O ~ t ~~LYM~1.l~i~.j ~ T ~ • n• , A+ ♦ ~ • " • . rtI ~.JJH AVE. n'+. -b t AV . r Y ~.~s >t` _ 'd~ ~o .Yfi E~ 7'~ .A ~ r~ • , -~TN~~M ' ~ _Y-.- _ ,.._:~iNM~_'__'.-. , ~~+o• 1' f . . • ~ ~ C: T~ ~ ~ •s ~r~ ~ a ;e . , ~ s ' ~ . . . ~ ij I ~ / 'v 2 • ➢ e ' . . ~ ~ . F t' , ' 1 ti ~ `(1 O IO f J • { ~ ~ l . ' • . I ' ° 3 • ~ ~ n • , , E- i . , ~ Q n u u ~ > • . ~l ' . -r • • ~ r z T , 10 . • ~ ~ i 8• 27~, ~ { v L . . . ~ . , A.ooll~ • - ParceL• 45252.9094 Owner. GRACE HARVEST FELLO'+NSHIP CoOwner: Owner Addrass 15601 E?4TN A'vE VEFiADALEWA 99037-9024 USA Site Address 15601 E 24TH AVE VERaUALE Legal Description 25-2544 PTN OF rJIAi r4 OF SEC ZS DaF 6EG k T a PT 30FT r; & ?oFT E CQR RIDGEMONT ESTATES N0.4-15T ,1DD TH NEXT THREE COURSES A W 80FT TH S WOEG39MIN385EC W 70FT TH N 69DEG321WN42SEC W PA ,«r --I F,.J TH 44•G2BP.'l'J32SEC E_7° 23F? TQ A PT i ~ ~ Natice, This {s not a legal document. Data depicted on lhis map is general & subJecl to constant revlsion. It is Intended for reterence use only. Lepal documents shoul0 be obtained from the appropnate agency. 'DETERMINATION OF NON-SIGNIFICANCE SI'UKnN1: COUN^l'Y DIVISION OF (3UILDING nND CODE LNFORC:EMLNT ~RESPONSI.BLE OFI~ICIAL, JAMES L. I~~ANSON, DIRECTOR F F~ 0 WAC 197-1 1-970 and Sectian 1 1.10.230(3) Spokzne Environmental Oi-dinance SP?~ O~~ . PROJEC'~ 00000127 ~FN G~~yFFA P.l20POSAL: CLASSROOM/OFFICE ADDITION • ~ r~' OWNER: GRACE HARVEST CHURCH PHONE. (509) 926-3254 yS CONTACT: RON MACKIE PHONE: (509) 922-5287 , 9802 E MISSION AVE ~ SPOKANE, WA 99206 ~ SI'I'H: Al)DRFSS: 15601 E 24TH f1VE CEh`E12AL LOCA'I'ION: NE corner of Sullivan Rd & 24th ` LI?M) ,4CEvCY: SPO1{ANE COUN"1"Y DIVISIOV OF BUILDING A.i`tD CODE E\'FORCEMEVT I)I:'I'I:ItNI lh'n'I'ION: n review of existing cievelopment regulations, zoning, and rypical recommendeci conditioiis aiid ol• nlitigating 111ca5ures ir,dicates tllat the State Envirnmental Policy Act Detei-iniiiation «rill be a Determanation of Nonsignilicance (DNS). A final deterniination was made on ~.~z4-1 24z5O , after review of a completed environinental checklist and other information on file with`the lead agency. This is available to the public on request. This DNS is issued pursuant to VVAC 197-11-340 (2). There is no comment period for this DNS. REV1EW AUTHORITY: Jeff Forry SEPA Coordinator RBurris Project Coordinator James L. Manson, Director Spokane County Division of Building and Code Enforcement 1026 West Broadway Avenue Spokane, WA 99260-0050 (509) 477-3675 - - - - - - - - - - - Uate Issued: -7Siglll111[Ye: . . ~ A}'Pf A[.. Ol"`17I-I1S DETERiVIINATION, aftcr it becomes final, may be made ta the Spokane County of Division of Building and Code Enforcement, lst Floor, West 1026 Broadway, Spokane, WA. 99260-0050. The appeal deadline is tcn (10) calendar days after the signing of the decision to approve or disapprove the project. This appeal must be kvritten and the appellant should be prepared to make specific factual objections. i r . _ - CHURCH SITE DRAINAGE REPORT At Grace Harvest Fellowship 15601 E. 24t" Avenue Spokane Valley, Washington Pf•epured For ARCHITECTURAL VEN7'URES Spokane, WA By TECHCON, INC. East 1230 I{'ront Avenue Spokane, WA 99202-2148 Tel(509) 536-0406 - Fax (509) 536-0565 Professional Engineers • Certified Environmental Specialists • Project Managers pFFiCIAL PUBLIC DOCUMENT KANE COUNTY ENGINEER'S OFFICE SPO ~/G `~ti,•` °tA`~'~ ^.r OR ~CT PR~ ~-~sUwATTAL 29)91 FtEb~~ N T, 0 COUI~~ ENG'NES CT '.r"'tk,✓ J~ ! 'r.Y ~SlO 'IYAI„ EXPIRES c~ 71lf1Q1 : , + , op I)RATNAGE REPORT GRACE HARVEST FELLOWSNIP 15601 E. 24TH AVENUE SPOKANE COUNTY, WASHINGTON Proposed improvements to the Gi•ace Harvest Fellowship site at 15601 East 24th Avenue trigger the need for storm water runoff disposal improvements by Spokane County regulation. The calculation sheets following this narrative include details of thc analysis showing that the proposed drainage improveinents are adequate to control runoff on the site for a 10-year event, and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate in the pre-developed condition for the site. Key assumptions made for the site include assuming that the soils are Garrison gravely loam with added topsoil resulting in an effective penneability cqual to or greater than 0.36 inch per hour (0.36"/hr.). Another key assumption is that the intensity-duration-frequency (IDF) curves for the site conform to the IDF curves for Spokane as published in Chart 34 of the Washington State Department of Transportation (WSDOT) Hydraulics Manual. The two drainage areas in the development includc (1) Existing asphalt parking and drive areas and a new roof area, and (2) Existing asphalt drive adjacent to 24`h Avenue and the main storc to the G►u • north of 24" Avenue. The new roof will be EPDM, draining through downpines to the revised 208 Duf' swale at the north edge of the site. The existing asphalt parking drainage area is shown as "Existing Main Basin Drainage" on Plan Sheet C1, and the southern drainage area is sllown as "South West Drainage"on Plan Sheet C 1. The SCS TR55 method analysis was perfonned using SMADA software produced by the University of Central Florida. In the entire swale systcm, the controlling volumc requirement is derived from the Spokane County Requiremcnt for a minimum of'/z" of rainfall runoff in a maxirnutn deptli of 6" retained in the swale area.. The swale area ineets Spokane County's minimum requirement for 208 infiltration area and on-site storage volume. The existing hydrologic conditions for the site are developed. The calculated peak runoff for the pre- developcd site, using the SCS mcthod, follows: Q=(P - 0.2S)2 / (P + O.SS), where: Q= runoff in cfs, P= total stonn rainfall, S= potential abstraction in inches S= 1000/CN -10 CN = curve number In this case, the CN = 70, since the soil group is Ganison, an "B" hydrologic soil. Valley-wide, the land use was approximately the same as pasture in fair condition, thus the 70 rating. . ~ S= 4.29 P= 3.04 inches in 24 hours for a 100 year stonn. Q= 1.030 inchcs ovcr the site. The entire site drainage basin is approximately 6.0 acres, with the drainagc boundcd on thc north by the drainage swale, on the west by Sullivan Road, on the South by 24th Avenue, and on the cast by the rising topography of VeraCrest subdivision. Therefore the total pre-developed runoff from a 100 ycar evcnt is predicted to be 22,380 cubic feet. For the peak runoff, the hydraulic length is 614 feet, which equates to an equivalcnt area of 6.02 acres. Using the Type II storm curve, the estimated peak runoff for a CN70 is 5.0 cfs/in of runoff: This equates to 5.15 cfs allowable peak runoff for the 100-year event. For a 10 year storm, P= 2.12, and Q= 0.305 inches over the site; therefore the allotvable peak runoff is 1.53 cfs for a 10 year stonn. The predicted peak discharge amount is 0 cfs for the site, unless a runoff-over- ice condition develops that fills over 8,000 cubic feet of storage, in which case up to 2.23 cfs would be discharged from the site. I ~ Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 Site Hydrology Study Design to 10 year storm (for review by Spokane County Engineers). Use conservative 5 min. intensity i= 3.2 in/hr Disposal Capacity: Garrison Gravelly Loam Soil Estimated Turf Infiltration Capacity q= 0.36 in/hr Ratio of i/q 8.888889 Maximum Storage Depth: 6 in. 10 year, one hour intensity: 3.2 in/hr 10 year, 24 hour total: 2.12 in. Main ParkinglNorth Roof Area: Total Improved Impervious Surface Area: 104217.8 square feet Asphalt Impervious Surface Area: existing: 76265.28 square feet Roof: new: 11280 square feet existing: 14006 square feet Sidewalk: new: 1252.5 square feet existing: 1877 square feet removed: 463 square feet Gravelled: 0 square feet Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions: Utilize existing Spokane County Type A drywell for overflow. Include storage volume of drywell as well as drywell infiltration capacity. If additional capaciry is needed for roof drainage, those items are noted in the analysis that follows: Available Grassy Area: new: 14009.5 square feet existing: 15146 square feet removed: 520 square feet Depressed Infiltration Area: 5499 square feet cultivated surface Additional available infiltration volume on side slopes: Assume 3:1 slopes, 8" depth: 2 feet wide strip around depression Swale: 2104 square feet additional on slopes Total Available for Infiltration: 7603 square fee = 4366.897 ft3 Total Required Under County Standard: 3177.72 ft3 OK Hydrology Check: Rational Method: SCS Method : Peak Runoff, 10-year storm, Q=CIA 24 hour storm Impervious Surface C: 0.9 Tc = 11.9 minutes Pervious Surface C: 0.25 Total Area 3.05 acres HarvestHYD-A-1 ~ . Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 Gravelled Surface C: na 10-year intensity: 3.2 in/hour Time of concentration: 11.9 min. Area Impervious: 104217.8 square feet SCS curve No. 93 Area Pervious: 28635.5 square feet 10-year 24 hour storm: Area Gravelled: 0 square feet Peak Q: 7.42 cfs 2.12 inches SCS Type II Storm Peak Infiltration Rate: 0.36 inlhour SCS 100 Hydrograph Pervious Surface, non-swale: 21032.5 square feet simulate capacity of drywell as Peak Q, perv, non-swale: .75 foot diameter orifice 0.39 cfs Infiltration capacity, penr, non swale: Capacity is adequate with storage 0.18 cfs Hydraulic Capacity of Drywells is Peak Q, remainder: 0.9 cfs 7.24 cfs Peak flow: 1.63 cfs Swale Infiltration Capacity: Greatest Depth: 0.99 feet 0.0634 cfs OK drywell infiltration cap.: 0.9 cfs 3 Type A Storage Required, 5 minute Storm: 1883.31 cubic feet Storage Available, Swale Only: 4366.897 cubic feet Plus Drywells: 163.36 cubic feet 3 Type A Total: 4530.259 cubic feet OK Peak Runoff, 50-year storm: (5 minute) 50-year intensity: 5.1 in/hour Peak Q: 11.82 cfs Storage Required: 3204.35 cubic feet Swale Plus Drywell: 4530.259 cubic feet OK Plus 4": 7243.423 cubic feet to 1-foot depth, OK Existing South Area: Total Improved Impervious Surface Area: 17909.67 square feet Asphalt Impervious Surface Area: existing: 8331.67 square feet Roof: new: 0 square feet existing: 6922 square feet Sidewalk: existing: 2656 square feet Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions: Utilize existing Spokane County Type A drywell for overflow. Include storage volume of drywell as well as drywell infiltration capacity. If additional capaciry is needed for roof drainage, those items are noted in the analysis that follows: Available Grassy Area: 38395.5 square feet Depressed Infiltration Area: 1320 square feet cultivated surface Additional available infiltration volume on side slopes: Assume 3:1 slopes . HarvestHYD-A-2 I t Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 1.5 feet wide strip around depression Swale: 420 square feet additional on slopes Total Available for Infiltration: North: 1740 square fee = 765 ft3 Total Required Under County Standard: 347.1529 ft3 OK Hydrology Check: Rational Method: SCS Method : Peak Runoff, 10-year storm, Q=CIA 24 hour storm Impervious Surface C: 0.9 Tc = 2.53 minutes Pervious Surface C: 0.25 Total Area 1.293 acres 10-year intensity: 3.2 in/hour Time of concentration: min. Area Impervious: 17909.67 square feet SCS curve No. 73 Area Pervious: 38395.5 square feet 10-year 24 hour storm: Peak Q: 1.89 cfs 2.12 inches SCS Type II Storm Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph Pervious Surface, non-swale: 36655.5 square feet simulate capacity of drywell as Peak Q, perv, non-swale: .75 foot diameter orifice 0.67 cfs Infiltration capacity, perv, non swale: Capacity is adequate with storage. 0.31 cfs Hydraulic Capacity of Drywell is Peak Q, remainder: 0.3 cfs 1.58 cfs Peak fiow: 0.6 cfs Swale Infiltration Capacity: Greatest Depth: 0.88 feet 0.0145 cfs OK Drywell infiltratin cap.: 0.3 cfs Storage Required, 5 minute Storm: 380.79 cubic feet Storage Available, Swale Only: 765 cubic feet Plus Drywell: 54.45 cubic feet Total: 819.4543 cubic feet OK Peak Runoff, 50-year storm: (5 minute) 50-year intensiry: 5.1 inlhour Peak Q: 3.01 cfs Storage Required: 717.31 cubic feet Swale Plus Drywell: 819.4543 cubic feet OK HarvestHYD-A-3 Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 Site Hydraulics Study Design to 10 year storm (for review by Spokane County Engineers). Assume Finish Floor Elevation: 100 feet 1. Drain System: ExistingRoofl 2700 sqft Roof Inlet: 132 Diameter 0.5 ft Depth: 6 in. Slope: 1 Manningn: 0.013 ' ManningQ: 5.611066 cfs downspout- existing RationalQ: 0.178512 cfs OK Length: 36.15 ft Bottom EI.: 95.85 ExistingRoof 2 Area: 1350 sqft Inlet: 116.00 Diameter 0.333333 ft Depth: 4 in. Slope: 1 Manningn: 0.013 ManningQ: 1.90313 cfs downspout- existing RationalQ: 0.089256 cfs OK Length: 20.15 ft Bottom EI.: 95.85 Aggregate Downspout Flow below grade into one pipe within subsurface catchbasin. Install floor cap cleanout and cleanout to grade at exit of building. Total Area, 1,2 4050 sqft Inlet: 95.85 Diameter 0.5 ft Depth: 6 in. Slope: 0.03 Manningn: 0.013 ManningQ: 0.971865 cfs 6" diameter pipe RationalQ: 0.267769 cfs OK Length: 115.00 ft Bottom EI.: 92.40 to drywell cone in 208 swale, due north ExistingRoof 3 Area= 2632.5 sqft Inlet: 116 Diameter 0.333333 ft Depth: 4 in. Slope: 1 Manningn: 0.013 ManningQ: 1.90313 cfs downspout- existing RationalQ: 0.17405 cfs OK Length: 20.15 ft Bottom EI.: 95.85 Velocity: 1.566446 fps Install wide bend 90, floor cap cleanout and cleanout to grade at exit of building. Inlet: 95.85 Diameter 0.333333 ft Depth: 4 in. HarvestHYD-C-1 Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 Slope: 0.021 Manningn: 0.013 ManningQ: 0.27579 cfs 4" diameter pipe RationalQ: 0.17405 cfs OK Length: 79.00 ft Bottom EI.: 94.19 to cleanout to grade, due north Diameter 0.333333 ft Depth: 4 in. Slope: 0.021 Manningn: 0.013 ManningQ: 0.27579 cfs 4" diameter pipe RationalQ: 0.021 cfs OK Length: 35.00 ft Bottom EI.: 93.46 to cleanout to grade, northwest Diameter 0.333333 ft Depth: 4 in. Slope: 0.021 Manningn: 0.013 ManningQ: 0.27579 cfs 4" diameter pipe RationalQ: 0.021 cfs OK Length: 50.00 ft Bottom E1.: 92.41 to drywell cone in 208 swale, due south ExistingRoof4 Area: 470 sqft Inlet: 116.00 Diameter 0.25 ft Depth: 3 in. Slope: 1 Manningn: 0.013 ManningQ: 0.883687 cfs downspout- existing RationalQ: 0.031074 cis OK Length: 18.00 ft Bottom EI.: 98.00 Diameter 0.333333 ft Depth: 4 in. Slope: 0.02 Manningn: 0.013 ManningQ: 0.269143 cfs 4" diameter pipe RationalQ: 0.031074 cfs OK Length: 15.00 ft Bottom EI.: 97.70 Diameter 0.333333 ft Depth: 4 in. Slope: 0.02 Manningn: 0.013 ManningQ: 0.269143 cfs 4" diameter pipe RationalQ: 0.031074 cfs OK Length: 17.50 ft Bottom EI.: 97.35 Discharges to connecting line from ExistingRoofS, then to shallow catchbasin under sidewalk; see narrative after ExistingRoof6. ' ExistingRoof5 Area: 1081 sqft Inlet: 116.00 Diameter 0.25 ft HarvestHYD-C-2 • r Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 Depth: 3 in. Slope: 1 Manningn: 0.013 ManningQ: 0.883687 cfs downspout- existing RationalQ: 0.071471 cfs OK Length: 18.00 ft Bottom EI.: 98.00 • Diameter 0.333333 ft Depth: 4 in. Slope: 0.02 Manningn: 0.013 ManningQ: 0.269143 cfs 4" diameter pipe RationalQ: 0.031074 cfs OK Length: 15.00 ft Bottom EI.: 97.70 Joins connecting line from ExistingRoof4: Inlet: 97.35 Diameter 0.333333 ft Depth: 4 in. Slope: 0.02 Manningn: 0.013 ManningQ: 0.269143 cfs 4" diameter pipe RationalQ: 0.102545 cfs (Existing Roof4+5)-OK Length: 16.00 ft Bottom EI.: 97.03 Discharges to shallow catchbasin under sidewalk; see narrative after ExistingRoof6. ExistingRoof6 Area: 973 sqft Inlet: 116.00 Diameter 0.25 ft Depth: 3 in. Slope: 1 Manningn: 0.013 ManningQ: 0.883687 cfs downspout- existing RationalQ: 0.064331 cfs OK Length: 18.00 ft Bottom EI.: 98.00 Diameter 0.333333 ft Depth: 4 in. Slope: 0.02 Manningn: 0.013 ManningQ: 0.269143 cfs 4" diameter pipe RationalQ: 0.064331 cfs OK Length: 16.00 ft Bottom EI.: 97.68 Discharges to shallow catchbasin under sidewalk. From catch basin, flow is to pipe discharging at new south edge of 208 swale. Catchbasin discharge invert elevation: 96.87 Diameter 0.5 ft Depth: 6 in. Slope: 0.006 Manningn: 0.013 ManningQ: 0.434631 cfs 6" diameter pipe RationalQ: 0.166876 cfs OK HarvestHYD-C-3 ~ Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 Length: 30.00 ft Bottom EI.: 96.69 place cleanout to grade at this bend. Diameter 0.5 ft Depth: 6 in. Slope: 0.006 Manningn: 0.013 ManningQ: 0.434631 cfs 6" diameter pipe RationalQ: 0.166876 cfs OK Length: 95.00 ft Bottom EI.: 96.12 (swale bottom elevation = 95.9) Discharges from new building will be via downspouts to concrete block outflows at grade. From outflow blocks, flow will be overland to swale. New Roof Areas: The new roof has been numbered from West to East, South to North, such that the most southwesterly roof area draining to the southwest roof drain is NewRoofl, etc. NewRoof 1: Area: 1091.4 sqft Inlet: 120.00 Diameter 0.25 ft Depth: 3 in. Slope: 1 Manningn: 0.013 ManningQ: 0.883687 cfs downspout-new RationalQ: 0.072159 cfs OK Length: 20.00 ft Bottom EI.: 100.00 NewRoof2: Area: 1091.4 sqft I nlet: 120.00 Diameter 0.25 ft Depth: 3 in. Slope: 1 Manningn: 0.013 ManningQ: 0.883687 cfs downspout-new RationalQ: 0.072159 cfs OK Length: 20.00 ft Bottom EI.: 100.00 This Roof discharges to ground NewRoof3: Area: 1218.8 sqft Inlet: 128.00 Diameter 0.333333 ft Depth: 4 in. Slope: 1 Manningn: 0.013 ManningQ: 1.903131 cfs dowrTSpout-new RationalQ: 0.080582 cfs OK Length: 9.00 ft Bottom EI.: 119.00 This Roof discharges to NewRoof4: HarvestHYD-C-4 • ~ . Grace Harvest Fellowship Addition Ron Mackie, Architectural Ventures, Architect Alan Gay, P.E., TechCon, Civil Engineer 20-Jan-00 NewRoof4: Area: 1482 sqft Inlet: 111.00 Diameter 0.416667 ft Depth: 5 in. ~ Slope: 1 Manningn: 0.013 ManningQ: 3.450606 cfs downspout-new RationalQ: 0.178565 cfs OK Length: 11.00 ft Bottom EI.: 100.00 This Roof discharges to ground NewRoofS: Area: 2305.6 sqft Inlet: 128.00 Diameter 0.333333 ft Depth: 4 in. Slope: 1 Manningn: 0.013 ManningQ: 1.903131 cfs downspout-new RationalQ: 0.152436 cfs OK Length: 9.00 fl Bottom EI.: 119.00 This Roof discharges to NewRoof6: NewRoof6: Area: 1404 sqft Inlet: 111.00 Diameter 0.5 ft , Depth: 6 in. Slope: 1 Manningn: 0.013 ManningQ: 5.611066 cfs downspout-new RationalQ: 0.245263 cfs OK Length: 11.00 ft Bottom EI.: 100.00 This Roof discharges to ground NewRoof7: Area: 880 sqft I nlet: 128.00 Diameter 0.25 ft Depth: 3 in. Slope: 1 Manningn: 0.013 ManningQ: 0.883687 cfs downspout-new RationalQ: 0.058182 cfs OK Length: 28.00 ft Bottom EI.: 100.00 This Roof discharges to ground HarvestHYD-C-5 ' ` TR-55 WORKSHEET 3 Time of Concentration or Travel TimE Project : Grace Harvest Fellowship Add. By : AEG Date : 1/20/00 Location: South;dest Drainage Checked: Date : Cixcle One: Present Deve].oped Cir.cle One: Tc Tt through subarea Notes: Space for as rnany as two segments per f'low type can be used for each worksheet. Inlcude a rnap, schematic, or description ot flow segmenrs. SHEET FL067 (Applicable to Tc only) Segment ID Main roof l. SurFace Description (table 3-1) HDPE 2. Mailning's roughness coeff.,n (table 3-1)...... .013 0. 3. Flow Lengl-h, L(total L<= 300 ft) tt 60 9. Ten-yr 24-hr rainfall, P2 in 2.1 0. 5. Land slope s ...............................ft/ft 0.01 0. 6. Tt = 0.007(nL)^.8/P2^.5 s^.4 Compute Tt.... hr 0.025 0. 0.025 SHALLOFJ CONCENTRATED FLOb1 Segment ID sidewalk/s 7. Surface Description (paved or unpaved) conc/asph. 8. Flow Length, L ft 70 9. 4Jatercourse Slope, s ........................ft/ft 0. 0.01 10. Average Velocity, v(from figure) ............Ft/s 0. 0.5 11. Tt = L(3600V) Compute Tt.... hr 0. 0.0389 0.0389 CHANNEL FLOW Segment ID downspout 12. Cross Secta.onal Flow Area, ft^2 0.2 0. 13. wetted Perimeter, Pw ft 1.6 . 19. Hydraulic Radius r= a/Pw ft .1 . 15. Channel S].ope, s ............................ft/ft 2. 0. 16. Manning's roughness coeff.,n .015 0. 17. V=1.99 r^2/3 s^1./2 / n Compute V.......... ft/s 35.09 Q. 18. Flow Length, L ft 30 19. Tt = L(3600v) Compute Tt.... hr 0.0002 0. 0.0002 20. Watershed or subarea Tc or Tt add Tc in steps 6,11, and 19 hr 0.064 e:\c].ients\mackie\ghfst55.tht Watershed Hydrograp--I 0.8 ~ r-- ~ 0.6 i - - - - - - - ~ Flow (CfS) 0.4 _ - - ~ _ - _ - - ~ 0.2 - . _ . _ ~ , I 0. 0 0 ~ 1~0 1'5 2'0 25 Time (hours) ' Hydro'graph Type :SCS 100 Hydr.ograph Time Time Rain C Rain Infiltration Excess Excess Outflow (hr) HHMM (in) (in) (in) (in) (cfs) (cfs) 0.250 00015 0.004 0.009 0.000 0.000 0.000 0.000 0.500 00030 0.006 0.010 0.000 0.000 0.001 0.000 0.750 00045 0.006 0.017 0.000 0.002 0.010 0.005 1.000 00100 0.006 0.023 0.000 0.002 0.010 0.009 1.250 00115 0.006 0.029 0.000 0.002 0.010 0.010 1.500 00130 0.006 0.035 0.000 0.002 0.010 0.010 1.750 00145 0.006 0.042 0.000 0.002 0.010 0.010 2.000 00200 0.006 0.048 0.000 0.002 0.010 0.010 2.250 00215 0.006 0.054 0.000 0.002 0.010 0.010 2.500 00230 0.006 0.061 0.000 0.002 0.010 0.010 2.750 00245 0.006 0.067 0.000 0.002 0.010 0.010 3.000 00300 0.006 0.073 0.000 0.002 0.010 0.010 3.250 00315 0.006 0.079 0.000 0.002 0.010 0.010 3.500 00330 0.006 0.086 0.000 0.002 0.010 0.010 3.750 00345 0.006 0.092 0.000 0.002 0.010 0.010 9.000 00900 0.008 0.100 0.000 0.003 0.014 0.012 9.250 00415 0.008 0.109 0.006 0.003 0.014 0.013 4.500 00930 0.008 0.117 0.006 0.003 0.014 0.019 9.750 00495 0.008 0.125 0.006 0.003 0.014 0.019 5.000 00500 0.008 0.139 0.006 0.003 0.014 0.019 5.250 00515 0.008 0.192 0.006 0.003 0.014 0.019 5.500 00530 0.008 0.1.50 0.006 0.003 0.014 0.019 5.750 00545 0.008 0.159 0.006 0.003 0.019 0.014 6.000 00600 0.008 0.167 0.006 0.003 0.014 0.019 6.250 00615 0.010 0.177 0.007 0.003 0.017 0.016 6.500 00630 0.010 0.188 0.007 0.003 0.017 0.017 6.750 00645 0.010 0.198 0.007 0.003 0.017 0.017 7.000 00700 0.010 0.209 0.007 0.003 0.017 0.017 7.250 00715 0.010 0.219 0.007 0.003 0.017 0.017 7.500 00730 0.010 0.230 0.007 0.003 0.017 0.017 7.750 00795 0.010 0.290 0.007 0.003 0.017 0.017 8.000 00800 0.010 0.250 0.007 0.003 0.017 0.017 8.250 00815 0.013 0.263 0.009 0.009 0.021 0.019 8.500 00830 0.015 0.278 0.010 0.005 0.029 0.022 8.750 00695 0.015 0.292 0.010 0.005 0.029 0.024 9.000 00900 0.015 0.307 0.010 0.005 0.029 0.029 9.250 00915 0.017 0.323 0.011 0.005 0.028 0.026 9.500 00930 0.017 0.340 0.011 0.005 0.028 0.027 9.750 00995 0.019 0.359 0.013 0.006 0.031 0.029 10.00 01000 0.019 0.378 0.013 0.006 0.031 0.031 10.25 01015 0.021 0.399 0.019 0.007 0.035 0.033 10.50 01030 0.025 0.424 0.017 0.008 0.042 0.037 10.75 01095 0.031 0.455 0.021 0.010 0.052 0.095 11.00 01100 0.038 0.493 0.026 0.012 0.062 0.055 11.25 01115 0.044 0.536 0.030 0.014 0.073 0.065 11.50 01130 0.054 0.591 0.037 0.017 0.090 0.079 11.15 01145 0.217 0.808 0.198 0.069 0.360 0.220 12.00 01200 0.576 1.384 0.393 0.183 0.955 0.604 12.25 01215 0.092 1.476 0.062 0.030 0.157 0.955 12.50 01230 0.058 1.534 0.038 0.020 0.105 0.268 12.75 01245 0.048 1.582 0.031 0.017 0.089 0.112 13.00 01300 0.039 1.620 0.024 0.019 0.071 0.083 13.25 01315 0.031 1.651 0.020 0.012 0.060 0.069 13.50 01330 0.027 1.678 0.017 0.010 0.053 0.059 13.75 01345 0.023 1.701 0.014 0.009 0.045 0.051 19.00 01900 0.021 1.722 0.013 0.008 0.042 0.095 19.25 01915 0.019 1.741 0.012 0.007 0.038 0.091 19.50 01930 0.017 1.757 0.010 0.007 0.034 0.037 14.75 01495 0.015 1.772 0.009 0.006 0.030 0.033 15.00 01500 0.015 1.786 0.009 0.006 0.030 0.031 15.25 01515 0.015 1.801 0.009 0.006 0.030 0.030 15.50 01530 0.013 1.819 0.008 0.005 0.026 0.028 15.75 01595 0.013 1.826 0.007 0.005 0.026 0.027 16.00 01600 0.013 1.839 0.007 0.005 0.026 0.026 16.25 01615 0.013 1.851 0.007 0.005 0.027 0.027 16.50 01630 0.013 1.869 0.007 0.005 0.027 0.027 16.75 01645 0.010 1.874 0.006 0.009 0.022 0.025 17.00 01700 0.010 1.885 0.006 0.009 0.022 0.023 17.25 01715 0.010 1.895 0.006 0.009 0.023 0.023 17.50 01730 0.010 1.905 0.006 0.009 0.023 0.023 17.75 01745 0.010 1.916 0.006 0.009 0.023 0.023 18.00 01800 0.008 1.924 0.005 0.009 0.018 0.021 18.25 01815 0.008 1.933 0.005 0.004 0.018 0.019 18.50 01830 0.008 1.941 0.005 0.004 0.018 0.018 18.75 01845 0.008 1.949 0.005 0.004 0.018 0.018 19.00 01900 0.006 1.958 0.005 0.004 0.019 0.018 19.25 01915 0.008 1.966 0.005 0.004 0.019 0.019 19.50 01930 0.008 1.974 0.005 0.004 0.019 0.019 19.75 01995 0.008 1.983 0.005 0.004 0.019 0.019 20.00 02000 0.006 1.989 0.004 0.003 0.019 0.016 20.25 02015 0.006 1.995 0.004 0.003 0.019 0.015 20750 021030 0.006 2.001 0.009 0.003 0.019 0.019 20.75 02095 0.006 2.008 0.004 0.003 0.014 0.014 21.00 02100 0.006 2.014 0.004 0.003 0.014 0.014 21.25 02115 0.006 2.020 0.004 0.003 0.014 0.014 21.50 02130 0.006 2.026 0.004 0.003 0.019 0.014 21.75 02195 0.006 2.033 0.004 0.003 0.014 0.014 22.00 02200 0.006 2.039 0.004 0.003 0.019 0.01.4 22.25 02215 0.006 2.045 0.004 0.003 0.01.9 0.014 22.50 02230 0.006 2.052 0.003 0.003 0.014 0.019 22.75 02245 0.006 2.058 0.003 0.003 0.03.4 0.019 23.00 02300 0.006 2.064 0.003 0.003 0.019 0.019 23.25 02315 0.006 2.070 0.003 0.003 0.014 0.019 23.50 02330 0.006 2.077 0.003 0.003 0.015 0.015 23.75 02345 0.006 2.083 0.003 0.003 0.015 0.015 24.00 00000 0.004 2.087 0.002 0.002 0.010 0.012 24.25 00015 0.000 2.087 0.000 0.000 0.000 0.006 24.50 00030 0.000 2.087 0.000 0.000 0.000 0.002 2.087 1.307 0.708 0.708 Totals for Watershed in znches over 1.29 acres Rational Coefficzent = 0.379 Peak Flow (cfs) = 00.60 e:\clients\mackie\ghfs.hyd Stage ~Storage WEir 1 Q Weir 2 Q qischarge (ft) (ac-ft) (cfs) (cfs) (cfs) 0.00 0.00 0.00 0.00 0.00 0.20 0.01 0.00 0.00 0.00 0.50 0.02 0.00 0.00 0.00 0.67 0.03 0.02 0.00 0.02 0.83 0.03 0.12 0.00 0.12 1.00 0.04 0.33 0.00 0.33 Weir Numberl Type : Circular Orifice Equation : Q = C4A'12g^.51H^n Weir Invert (ft) . 0.50 C: 0.60 n: 0.50 Orifice Diameter (ft) . 0.75 e:\clients\mackie\ghfs.pnd ~ f Pond Routing 0.81 ~ 0.6 ~ - g - - - - FlOW Pond Flow In (Cfs) 0.4 - - - - - - - - ; : - - ~ 0.2 - . - ~ - - - Pond Flow Out , : • 0.00 - 5 10 15 -2'0 25 Time (hours) lime 1lnflow Outflow Stage Storage (hr) (cfs) (cfs) (ft) (ac-ft) 0.25 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.75 0.01 0.00 0.00 0.00 1.00 0.01 0.00 0.00 0.00 1.25 0.01 0.00 0.00 0.00 1.50 0.01 0.00 0.00 0.00 1.75 0.01 0.00 0.00 0.00 2.00 0.01 0.00 0.00 0.00 2.25 0.01 0.00 0.00 0.00 2.50 0.01 0.00 0.00 0.00 2.75 0.01 0.00 0.00 0.00 3.00 0.01 0.00 0.00 0.00 3.25 0.01 0.00 0.00 0.00 3.50 0.01 0.00 0.00 0.00 3.75 0.01 0.00 0.00 0.00 9.00 0.01 0.00 0.00 0.00 9.25 0.01 0.00 0.00 0.00 9.50 0.01 0.00 0.00 0.00 9.75 0.01 0.00 0.01 0.00 5.00 0.01 0.00 0.01 0.00 5.25 0.01 0.00 0.01 0.00 5.50 0.01 0.00 0.01 0.00 5.75 0.01 0.00 0.01 0.00 6.00 0.01 0.00 0.02 0.00 6.25 0.02 0.00 0.02 0.00 6.50 0.02 0.00 0.02 0.00 6.75 0.02 0.00 0.03 0.00 7.00 0.02 0.00 0.03 0.00 7.25 0.02 0.00 0.09 0.00 7.50 0.02 0.00 0.09 0.00 7.75 0.02 0.00 0.09 0.00 8.00 0.02 0.00 0.05 0.00 8.25 0.02 0.00 0.05 0.00 8.50 0.02 0.00 0.06 0.00 8.75 0.02 0.00 0.07 0.00 9.00 0.02 0.00 0.08 0.00 9.25 0.03 0.00 0.09 0.00 9.50 0.03 0.00 0.10 0.00 9.75 0.03 0.00 0.11 0.00 10.00 0.03 0.00 0.12 0.00 10.25 0.03 0.00 0.14 0.00 10.50 0.04 0.00 0.15 0.00 10.75 0.05 0.00 0.18 0.01 11.00 0.06 0.00 0.20 0.01 11.25 0.07 0.00 0.23 0.01 11.50 0.08 0.00 0.27 0.01 11.75 0.22 0.00 0.36 0.01 12.00 0.60 0.02 0.64 0.02 12.25 0.45 0.12 0.83 0.03 12.50 0.27 0.18 0.88 0.03 12.75 0.11 0.15 0.85 0.03 13.00 0.08 0.12 0.83 0.03 13.25 0.07 0.10 0.80 0.03 13.50 0.06 0.09 0.78 0.03 13.75 0.05 0.07 0.75 0.03 14.00 0.05 0.06 0.79 0.03 14.25 0.04 0.05 0.72 0.03 19.50 0.04 0.04 0.71 0.03 14.75 0.03 0.04 0.70 0.03 15.00 0.03 0.03 0.69 0.03 15.25 0.03 0.03 0.68 0.03 15.50 0.03 0.02 0.68 0.03 15.75 0.03 0.02 0.67 0.03 16.00 0.03 0.02 0.67 0.02 16.25 0.03 0.02 0.66 0.02 16.50 0.03 0.02 0.66 0.02 16.75 0.02 0.02 0.65 0.02 17.00 0.02 0.02 0.65 0.02 17.25 0.02 0.02 0.64 0.02 17.50 0.02 0.02 0.64 0.02 17.75 0.02 0.02 0.63 0.02 18.00 0.02 0.02 0.63 0.02 16.25 0.02 0.01 0.62 0.02 16.50 0.02 0.01 0.62 0.02 16.75 0.02 0.01 0.61 0.02 19.00 0.02 0.01 0.61 0.02 19.25 0.02 0.01 0.60 0.02 19.50 0.02 0.01 0.60 0.02 19.75 0.02 0.01 0.60 0.02 20.00 0.02 0.01 0.59 0.02 20.25 0.01 0.01 0.59 0.02 20.50 0.01 0.01 0.58 0.02 ?0.75 1 0.01 0.01 0.57 0.02 21.00 0.01 0.01 0.57 0.02 21.25 0.01 0.01 0.57 0.02 21.50 0.01 0.01 0.56 0.02 21.75 0.01 0.01 0.56 0.02 22.00 0.01 0.01 0.55 0.02 22.25 0.01 0.01 0.55 0.02 22.50 0.01 0.01 0.55 0.02 22.75 0.01 0.01 0.54 0.02 23.00 0.01 0.00 0.59 0.02 23.25 0.01 0.00 0.59 0.02 23.50 0.01 0.00 0.54 0.02 23.75 0.01 0.00 0.53 0.02 29.00 0.01 0.00 0.53 0.02 24.25 0.01 0.00 0.53 0.02 24.50 0.00 0.00 0.52 0.02 24.75 0.00 0.00 0.51 0.02 Max: 0.60 0.18 0.68 0.03 Initial Pond Volume . 000.000 ac-ft + Total Inflow Volume . 000.076 ac-ft Total Outflow Volume . 000.031 ac-£t Total Percolation Volume : 000.027 ac-ft Final Pond Volume (stage): 000.018 ac-ft Final Pond Volume (calc) : 000.018 ac-ft Difference (error) . 000.000 ac-ft e:\clients\mackie\ghfs.rL-e a A TR-55 wORKSHEET 3 Time of Concentration or Travel Time Project : Grace Harvest Fello4iship Add. By : AEG Date : 1/19/00 Location: Main Parking/Building to NorthChecked: Date : Circle One: Present Developed Circle One: Tc Tt through subarea Notes: Space for as many as two segments per flow type can be used for each worksheet. Inlcude a map, schematic, or description of flosa seqments. . SHEET FLOW (Applicable to Tc only) Segment In SE entrancSE parking 1. Surface Description (table 3-1) asphalt asphalt 2. Manning's roughness coeff.,n (table 3-1)...... .02 0.02 3. Flow Lenqth, L(total L<= 300 ft) ft 90 190 4. Ten-yr 24-hr zainfall, P2 in 2.1 2.1 5. Land slope s ...............................ft/ft 0.02 0.01 6. Tt = 0.007(nL)^.8/P2^.5 s^.9 Compute Tt.... hr 0.037 0.0695 0.1064 SHALLOW CONCENTRATED FLOVd Seqment rD East Chan.swale edge 7. Surface Descri.ption (paved or unpaved) asphalt grass 8. Flow Length, L ft 163 5 9. GJatercourse Slope, s ........................ft/ft 0.005 0.3333 10. Average Velocity, v(from figure) ............ft/s 0.5 i. 11. Tt = L(3600V) Compute Tt.... hr 0.0906 0.0019 0.0919 CHANNEL FLOW Segment ID 12. Cross Sectional Flow Area, ft^2 0. 0. 13. Wetted Perimeter, Pw ft . . 14. Hydraulic Radius r= a/Ptia ft . . 15. Channe]. S1ope, s ............................ft/ft 0. 0. 16. Manning's roughness coeff.,n . 0. 17. V=1.99 r^2/3 s^1/2 / n Compute V ft/s 0. 0. 18. Flow l.ength, L ft 19. Tt = L(3600V) Compute Tt.... hr 0. 0. 0. 20, watershed or subarea Tc or Tt add Tc in sCeps 6,11, and 19 hr 0.198 e:\clients\mackie\ghfetSS.txt ~ SMADA 6.0 for windows Watershed Information Watershed Total Area (acres) :3.0500 Impervious Area (acres) :2.3600 Time of Concentration (min) :11.9 % Tmpezvious Da.rectly Connected :100.00 Additional Abstraction Over Pervious Area (inches) :0.10 Over Impervious Area (inches) :0.01 Infiltzata.on Characteristics: Max Infiltration Capacity (in) :999.00 SCS Curve Number for Pezvious :61 Initial Abstzaction Factor :0.20 e:\clients\mackie\ghf3.shd Watershed Hydrograph 2.0. ~ ~ . 1.5 i ~ Flow (cfs) l .o - - - - - - . _ . ~ o.s 0.0 0 5 10 1'5 2`0 2'5 3~0 Time (hours) ~ Hydrograph Type :SCS 100 Hydrogr_aph Time Time Rain C Rain Infiltration Excess E::cess Outflow (hr) HHMM (in) (in) (in) (in) (cfs) (cfs) 0.250 00015 0.004 0.004 0.000 0.000 0.000 0.000 0.500 00030 0.006 0.010 0.000 0.000 0.009 0.001 0.750 00095 0.006 0.017 0.000 0.005 0.060 0.012 1.000 00100 0.006 0.023 0.000 0.005 0.060 0.022 1.250 00115 0.006 0.029 0.000 0.005 0.060 0.031 1.500 00130 0.006 0.035 0.000 0.005 0.060 0.039 1.750 00195 0.006 0.042 0.000 0.005 0.060 0.045 2.000 00200 0.006 0.098 0.000 0.005 0.060 0.051 2.250 00215 0.006 0.059 0.000 0.005 0.060 0.055 2.500 00230 0.006 0.061 0.000 0.005 0.060 0.057 2.750 00295 0.006 0.067 0.000 0.005 0.060 0.059 3.000 00300 0.006 0.073 0.000 0.005 0.060 0.060 3.250 00315 0.006 0.079 0.000 0.005 0.060 0.060 3.500 00330 0.006 0.086 0.000 0.005 0.060 0.060 3.750 00395 0.006 0.092 0.000 0.005 0.060 0.060 4.000 00400 0.008 0.100 0.000 0.006 0.079 0.063 4.250 00415 0.008 0.109 0.002 0.006 0.079 0.067 4.500 00430 0.008 0.117 0.002 0.006 0.079 0.070 4.750 00445 0.008 0.125 0.002 0.006 0.079 0.072 5.000 00500 0.008 0.139 0.002 0.006 0.079 0.075 5.250 00515 0.008 0.192 0.002 0.006 0.079 0.076 5.500 00530 0.008 0.150 0.002 0.006 0.079 0.078 5.750 00545 0.008 0.159 0.002 0.006 0.079 0.079 6.000 00600 0.008 0.167 0.002 0.006 0.079 0.079 6.250 00615 0.010 0.177 0.002 0.008 0.099 0.083 6.500 00630 0.010 0.188 0.002 0.008 0.099 0.087 6.750 00645 0.010 0.196 0.002 0.008 0.099 0.090 7.000 00700 0.010 0.209 0.002 0.008 0.099 0.092 7.250 00715 0.010 0.219 0.002 0.008 0.099 0.094 7.500 00730 0.010 0.230 0.002 0.008 0.099 0.096 7.750 00745 0.010 0.240 0.002 0.008 0.099 0.098 8.000 00800 0.010 0.250 0.002 0.008 0.099 0.099 8.250 00815 0.013 0.263 0.003 0.010 0.119 0.103 8.500 00830 0.015 0.278 0.003 0.011 0.139 0.110 8.750 00845 0.015 0.292 0.003 0.011 0.139 0.117 9.000 00900 0.015 0.307 0.003 0.011 0.139 0.122 9.250 00915 0.017 0.323 0.004 0.013 0.159 0.131 9.500 00930 0.017 0.390 0.004 0.013 0.159 0.138 9.750 00995 0.019 0.359 0.004 0.015 0.179 0.148 10.00 01000 0.019 0.378 0.004 0.015 0.179 0.156 10.25 01015 0.021 0.399 0.005 0.016 0.199 0.167 10.50 01030 0.025 0.424 0.006 0.019 0.238 0.183 10.75 01095 0.031 0.455 0.007 0.029 0.298 0.208 11.00 01100 0.038 0.493 0.008 0.029 0.357 0.241 11.25 01115 0.099 0.536 0.010 0.039 0.417 0.281 11.50 01130 0.054 0.591 0.012 0.042 0.516 0.334 11.75 01195 0.217 0.808 0.049 0.168 2.065 0.676 12.00 01200 0.576 1.384 0.130 0.446 5.481 1.633 12.25 01215 0.092 1.476 0.020 0.071 0.878 1.601 12.50 01230 0.058 1.534 0.013 0.046 0.562 1.995 12.75 01295 0.048 1.582 0.010 0.038 0.964 1.363 13.00 01300 0.038 1.620 0.008 0.030 0.364 1.207 13.25 01315 0.031 1.651 0.007 0.025 0.309 1.037 13.50 01330 0.027 1.678 0.006 0.022 0.264 0.861 13.75 01395 0.023 1.701 0.005 0.018 0.229 0.679 19.00 01400 0.021 1.722 0.004 0.017 0.209 0.498 14.25 01415 0.019 1.791 0.004 0.015 0.189 0.338 19.50 01430 0.017 1.757 0.003 0.013 0.164 0.252 14.75 01945 0.015 1.772 0.003 0.012 0.144 0.216 15.00 01500 0.015 1.786 0.003 0.012 0.144 0.191 15.25 01515 0.015 1.801 0.003 0.012 0.149 0.174 15.50 01530 0.013 1.819 0.002 0.010 0.123 0.159 15.75 01545 0.013 1.826 0.002 0.010 0.129 0.147 16.00 01600 0.013 1.839 0.002 0.010 0.129 0.139 16.25 01615 0.013 1.851 0.002 0.010 0.129 0.133 16.50 01630 0.013 1.864 0.002 0.010 0.129 0.130 16.75 01695 0.010 1.874 0.002 0.008 0.103 0.123 17.00 01700 0.010 1.885 0.002 0.008 0.103 0.118 17.25 01715 0.010 1.895 0.002 0.006 0.103 0.114 17.50 01730 0.010 1.905 0.002 0.008 0.104 0.111 17.75 01795 0.010 1.916 0.002 0.008 0.109 0.108 18.00 01800 0.008 1.924 0.002 0.007 0.083 0.103 18.25 01815 0.008 1.933 0.002 0.007 0.083 0.098 18.50 01830 0.008 1.941 0.002 0.007 0.083 0.099 18.75 01845 0.008 1.949 0.002 0.007 0.083 0.090 19.00 01900 0.008 1.958 0.002 0.007 0.083 0.088 19.25 01915 0.008 1.966 0.002 0.007 0.083 0.086 19.50 01930 0.008 1.979 0.002 0.007 0.083 0.085 19.75 01945 0.008 1.983 0.002 0.007 0.083 0.089 20.00 02000 0.006 1.989 0.001 0.005 0.062 0.079 20,25 02015 0.006 1.995 0.001 0.005 0.062 0.076 20'.50 0t030 0.006 2.001 0.001 0.005 0.063 0.073 20.75 02045 0.006 2.008 0.001 0.005 0.063 0.070 21.00 02100 0.006 2.019 0.001 0.005 0.063 0.068 21.25 02115 0.006 2.020 0.001 0.005 0.063 0.066 21.50 02130 0.006 2.026 0.001 0.005 0.063 0.064 21.75 02145 0.006 2.033 0.001 0.005 0.063 0.063 22.00 02200 0.006 2.039 0.001 0.005 0.063 0.063 22.25 02215 0.006 2.045 0.001 0.005 0.063 0.063 22.50 02230 0.006 2.052 0.001 0.005 0.063 0.063 22.75 02295 0.006 2.058 0.001 0.005 0.063 0.063 23.00 02300 0.006 2.064 0.001 0.005 0.063 0.063 23.25 02315 0.006 2.070 0.001 0.005 0.063 0.063 23.50 02330 0.006 2.077 0.001 0.005 0.063 0.063 23.75 02395 0.006 2.083 0.001 0.005 0.063 0.063 29.00 00000 0.009 2.087 0.001 0.003 0.042 0.059 24.25 00015 0.000 2.087 0.000 0.000 0.000 0.047 24.50 00030 0.000 2.087 0.000 0.000 0.000 0.037 29.75 00095 0.000 2.087 0.000 0.000 0.000 0.028 25.00 00100 0.000 2.087 0.000 0.000 0.000 0.020 25.25 00115 0.000 2.087 0.000 0.000 0.000 0.014 25.50 00130 0.000 2.087 0.000 0.000 0.000 0.008 25.75 00195 0.000 2.087 0.000 0.000 0.000 0.004 2.087 0.439 1.623 1.622 Totals for watershed in inches over 3.05 acres Rational Coefficient = 0.792 Peak F'l.ow (cfs) = 01.63 e:\clients\mackie\ghfe.hyd Stage 3torage Weir 1 Q weir 2 Q Discharge (ft) (ac-ft) (cfs) (cfs) (cfs) 0.00 0.00 0.00 0.00 0.00 0.20 0.03 0.00 0.00 0.00 0.50 0.07 0.00 0.00 0.00 0.67 0.10 0.04 0.02 0.07 0.83 0.13 0.23 0.12 0.35 1.00 0.16 0.66 0.33 0.99 Weir Numberl Type : Circular Orifice Equation : Q = CtA*2g^.5tH^n Weir Invert (ft) . 0.50 C: 0.60 n: 0.50 Orifice Diameter (ft) . 1.50 (counts for 2 drywells) Weir Number2 Type : Circular Oritice Equation : Q = C*A+2g^.5*H^n weir ]:nveXt (ft) . 0.50 C: 0.60 n: 0.50 Orifice Diameter (ft) . 0.75 (counts for 1 drywell) e:\clients\mackie\ghfe.pnd + n ~ Pond Routing 2.0 1.51, r~~- - - ~ ~ I{ Flow !~1, Pond Flow In ~ (cfs) 1.0 : - : ~ - ! , o.s Pond Flow Out ~ . 0.01 i- , 0 5 1'0 , 1`5 2E0 15 3`0 Time (hours) i i i I I I 51.. I OC]OOQOCD OOGOO004d40QOOrirrri~-a,1 r1 r[riri,~N(N MCwonj N r'1M r''1M :raa+f7lDdf(~!s!'V) {,Ako LS'+u7 uO 5r[''}(''S4VN(N 1-i rt1i r-i ,-a QOODC) 00440(D Q) 4k 4}41 CTi+J I060OOOOd40 000dCi04+a(D 0CD 0 4Cf0004D~04400G40(D O(D dd0 C) opOrlr-i ,-1 -4 -4 -4 -4 -4 -4 -4 ,4-1 r-r -4 -4 -4 -0 -4 -4 -4 -,-4 H-1 -1 0 (D oo +q w i • . . . , . . . . . . . . , , , . . ~jIioooaC~ 0 oooaaQOOaaaooaaaoooooooooC:) aooooo~C') ooooo000oooooaaooo4o00000000C0000C:" 0000Q000 Q U ~ +-3 ~ I CO ' I I I I I 0 4 0 D 6 0 0 0 O k7 rr -4 -4 -f N N N [V [''i {*1 ~ am Ln lp l- I- C0 41 6 G r~ CV Cl rr u7 i^ m 0,-i (''i uT f- 65 t''f r Ln M~ 4 l0 01 ffr ca u'7 N m Li7 +''i 0 67 kC L7 CT iV rr 4 4 61 m m[w r[~ Qo t9 u) u7 ~v ~v ri ri v.. I 044604000QC:) C:OOOpO~4 0 Cr66OC?(D 400 ri rl,-i(UIVfVSVCVNM~''lalDt^~4"~ C71616) din [oW0]COCtii'- iwriti [w [w r l0 lIIlfltDlO tBlOlO ~-O ~-D RO u I I . . . , . . . . . ro4w I❑ D Oo 4 0 0 0C:D 'D p p p pC:D ~D O CD 0 0 p p p p 4 C7G5 0 p 4 D 60 6 p D p O O fl 0 4~ 0 4 0 0 d O O Q O 6 0 p 4~D 0 0 0 0 0 0 0 0 o p p p p p❑ p p O C 0 0 O 0 0 0 4j V I {~1 I I I ~ f 0+ I 4DDD6DQ440GD0(D <D 440000(D 46bQ 04000Gdn qO00C7C70t]QO000LI]S71MLi7LC11O -4 ,-1p11n f''1q' Of' MrlrolOq'M-1441p7GOf^ l°W tDW k1710LITkf)i!7 rl M I 44D0 CD 04406bPO0CD 4OOQQQD60Q~000 ObQCD 4040CD cn OpQQDDOC]OCVIDa]d'EQb 4}W VO 60 '~r ln ["1cvcVN~A ,-I rl ri,-ipKn in 06044~~DC:) 4 U-4 ti-I I . . . . . . . . . . , , ~ . . , ~ N i~ I 4000457000004J00~ ~DC3b€7 t7 DOO04 ~ 00 ~ pD44660C)pOdaQOp00040000C700GO0, 00QO000dO00Q0R7~O00C}OQOO d I ~ I CD a-i{V n ~I, Lil Li U1 ~ ti4 lD l0 1b tE tiG [w l- 1- 90 CD d5 ar m d5 ~ 4) Ol O d O d-q M N e'} s!' u'l i~A f^ cn -i ~ t0 C1 m m O O tp _4 :r lfl 03 O c+17 {U Gr C- I'9 Lr1 ~c'S Cl N N r{ ri ri O O dt 6t c7l fSt co ca [o m f- ~ I 04C3 0 0 4CD O<D DOCD OainOC7Q4CD 6CSOQp40r1ri ~~=i,-i r-i _4,-i4V4,4 {Vf*lL9SOl4uo E'7N(D Wu'SN+'') {V(4rlrlrir-i,~,~rl 0 000404~~ oU) I.,..,..... ri4-I I DO~QQ00, 00060000C~ OQO(OOfl Cr44400 D LD O Q G~CY4G70C760C760ODOO,-4,-~ -l,-ilrl rt4GC30006bi~ti70O04CpO0d~67QOODO00fl0 W U 1 H I 1 ~ . ~ I ~ I u) bu}Du'SCD u'1¢un OLf}CD u'10+n (D V}OUn Ov'70u1C7u7Oi!'fOi774Ln 4a}0 J50u70Lf70NQUhOU'i0u70Ws7ilTOffTOUlOLfS0+f}0ifS0Un0LftDN 0~zxinOLf10u[7u'SOtf10u70 91... I NLnf~Q{tk Lfli ~N 6+1i- blVUil- ON u'rF`ONu'}[` 4fVLh4~OftlUlf;4{V u7L IVLit[- Qf+7u'1P- DCtli.fi[~o Nu7{~ GstV u7i- QN+i'1f^ Ohlif7f' oCV Ln C-ONLl7 P n NihftiONU7f` ONu1 ~ ~I I - - . . « . . . . . . . . , , . . . . . . . . . , » . +i ~ I❑ O O r-I ri rl rl nl (N f*] N b5 M C7 S''1 sT' cT v' e' J] ~r1 Li'4 Lf) lfl lC7 lP 14 t~ f~ f~ f- W C} 96 0} G1 01 Ol 0) O O O O 1-4 1-1 rl 1-4 SV N N N(''1 ff1 C7 q' t1' a' Si' w7 L7 tl1 tCl ~A %D 1D w GO OG p} Q7 01 61 471 a1 O 4 O H r-[ ri ,1 ,-f -1 H P-4 ~ ~ ~ ~ ,-4 -4 ~4 4 ,4 r-i r-E rl .-i .a .i ,1 ~ r.r tv t~ I I ~0.~ 0.07 0.05 0.62 0.09 cl .(1-U 0.07 0.05 0.62 0.09 21.25 0.07 0.04 0.61 0.09 21.50 0.06 0.04 0.61 0.09 21.75 0.06 0.04 0.60 0.09 22.00 0.06 0.04 0.60 0.09 22.25 0.06 0.04 0.59 0.09 22.50 0.06 0.04 0.59 0.09 22.75 0.06 0.03 0.59 0.08 23.00 0.06 0.03 0.58 0.08 23.25 0.06 0.03 0.58 0.08 23.50 0.06 0.03 0.58 0.08 23.75 0.06 0.03 0.57 0.08 24.00 0.06 0.03 0.57 0.08 24.25 0.05 0.03 0.56 0.08 29.50 0.04 0.02 0.56 0.08 24.75 0.03 0.02 0.55 0.08 25.00 0.02 0.02 0.54 0.08 25.25 0.01 0.01 0.54 0.08 25.50 0.01 0.01 0.53 0.08 25.75 0.00 0.01 0.52 0.07 26.00 0.00 0.01 0.51 0.07 Max: 1.63 0.96 0.99 0.16 Initial Pond volume . 000.000 ac-ft + Total Inflow Volume . 000.412 ac-ft Total Outflow Volume . 000.223 ac-ft Total Percolation Volume : 000.118 ac-ft Einal Pond Volume (stage): 000.072 ac-ft Einal Pond Volume (calc) : 000.072 ac-ft Difference (error) . 000.001 ac-ft e:\cli.ents\mackie\ghfe.rte