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HomeMy WebLinkAbout2009, 05-06 Permit App: 09000872 Approach.000Valley Development Engineering 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall®spokanevalley.org Approach Permit Application Review TO: Building Department Site Address: 18206 E. Knox Ave. Project No: 09000872 Reviewed By: // Date: ,5�lv�D7 Accepted Not Accepted Approach X Building Location Paved Access Notes: Saw cutting of existing curb is not allowed within the City's jurisdiction. Driveway is to be inspected by the City's ROW Inspector prior to concrete placement. See attached letter from USKH. Reviewed By: // Date: ,5�lv�D7 Project Number: 09000872 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit /d/I /e77e)" 7;e9n-t- Page 1 of 2 Date: 4/8/2009 Project Information: Permit Use: RES APPROACH Contact: FIVE STAR CONCRETE INC Address: 6225 N MALVERN RD C - S - Z: OTIS ORCHARDS WA 99027 Setbacks: Front Left: Right: Rear: Phone: (509) 226-1189 Group Name: Site Information: Project Name: Plat Key: Name: Range District: East Parcel Number: 55074.3605 Block: SiteAddress: 18206 E KNOX AVE Location:: CSV Lot: Owner: Name: CHAVEZ, STEVE Address: 18206 E KNOX AVE GREENACRES, WA 99016 Zoning: R-3 SF Res District Water District: 134 CONSOLIDATED ID #19 Area: 8,301 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Hold: 0 Depth: 0 Right Of Way (ft): 0 Review Driveway/Approach Permits: Released By: Contractor: FIVE STAR CONCRETE INC Address: 6225 N MALVERN RD OTIS ORCHARDS WA 99027 Item Description APPROACH -CONST IN ROW Operator: JD Approach Firm: FIVE STAR CONCRETE INC Phone: (509) 226-1189 Units Unit Desc Fee Amount 1 NUMBER OF $50.00 Permit Total Fees: $50.00 Printed By: JD Print Date: 4/8/2009 Project Number: 09000872 Inv: 1 Notes: Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 4/8/2009 Page 2 of 2 Payment Summary: Permit Type Approach Fee Amount Invoice Amount Amount Paid Amount Owing $50.00 $50.00 $0.00 $50.00 $50.00 $50.00 $0.00 $50.00 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local lawvor ordinances. Signature: Operator: JD Printed By: JD Print Date: 4/8/2009 O 30Vd 2id1S3AId 69TT9ZZ605 817:80 600Z/80/b0 ddd31N30 1IWd3d AS LE00889609 817:60 6003/B0/b0 Q3AI333I SPliane PERMIT CENTER Project Transmittal 11703 E Sprague Ave. Suite B-3 Spokane Valley WA 99206 Phone: 509.688.0036 Fax: 509.688.0037 New Application/Pre-Application ❑ Provide one of the following (REQUIRED FOR ACCEPTANCE): Response to Review Comments ❑ PLUS Project #: Revisions to Application ❑ Parcel Number: Other (Describe Below): Site Address: 18206 E. Knox Ave Driveway Letter w/ Calculations Route to (Please check all that apply): Project Contact Information: Name: Zak Sargent, PE USKH Inc. Email: zsargentuskh.com Phone: 509-328-5139 Fax: 509-328-0423 Relationship to Project: ❑ Architect Engineer 0 Other Design Professional 0 Contractor ❑ Owner/Applicant DATE STAMP: Effective October 28, 2007 I:\1172200\Reports\Drainage\Letter Transmittal 20090430.doc Division # of Sheets/ Type of Document/ # of Copies Received by: ❑ Building/ / VERIFIED/INITIALS ❑ / / ❑ / / ❑ / / QC Check by: X Development Engineering To: Wayne McGavran IV / Driveway Letter w/ Attachments / 2 VERIFIED/INITIALS ❑ / / ❑ / / ❑ / / ❑ QC Check by: ❑ Planning / / VERIFIED/INITIALS ❑ / / ❑ / RECEIVED / / o QC Check by: CSV Dcvclopmcnt Enginecrind ❑ SV Fire Department / Mi AA,'' a / VERIFIED/INITIALS ❑ / / / Project # / ❑ / ame / ❑ QC Check by: jbmittal # Project Contact Information: Name: Zak Sargent, PE USKH Inc. Email: zsargentuskh.com Phone: 509-328-5139 Fax: 509-328-0423 Relationship to Project: ❑ Architect Engineer 0 Other Design Professional 0 Contractor ❑ Owner/Applicant DATE STAMP: Effective October 28, 2007 I:\1172200\Reports\Drainage\Letter Transmittal 20090430.doc April 29, 2009 Mr. Wayne McGavran Engineering Technician City of Spokane Valley 11707 E. Sprague Avenue, Ste. 106 Spokane Valley, WA 99206 Ph: (509) 688-0174 Subject: Driveway Letter for 18206 E. Knox Dear Mr. McGavran: USKH SHARED VISION. UNIFIED APPROACH. RECEIVED CSV Development Engineering Project # Name Submittal # On behalf of the residents residing at 18206 E. Knox in the Sonata Springs residential development, Five Star Concrete, Inc. would like install new driveway approach to the back yard of their lot. The lot is located at the corner of Knox Avenue and Green Acres Road, with the main driveway facing North off Knox Ave. The new driveway will access the back yard off of Green Acres Rd, located on the west side of Green Acres Road on the South end of the Sonata Springs Development. The lot has been highlighted in the attached Sonata Springs final plat for reference. The City of Spokane Valley was contacted regarding this request. Since this new driveway would extend across an existing drainage swale, the Five Star Concrete was instructed that before their request could be approved, they needed to verify that the construction of this new driveway would not cause any adverse impacts to the existing drainage swale. USKH has been hired to complete this review and provide our analysis of this request. As the original design engineer for this project, we are uniquely qualified to make this determination. Storm Water Analysis: Attached is the original basin map generated in the Storm Water Drainage Study Report originally submitted to the City of Spokane Valley for the Sonata Springs development (Labeled EX). The new access point is located in drainage basin DA -17. As required by Spokane Valley Standards, the proposed location of the driveway will begin no closer than 7.5' from the south property line on the West side of Green Acres Rd. The minimum driveway width in the City of Spokane Valley Standards is 16' wide. The location, size, and design of this driveway is shown on the attached lot plan and provided details for clarification. Attached is a summary of the original Basin DA -17 calculations (Labeled ORIGINAL). These calculations show that the minimum treatment swale volume needed was 87 ft3 and that 209 ft3 was actually provided. Minimum storage volume required above the "208" swale was only 5 ft3, while an additional storage volume 126 ft3 was provided. Architecture Engineering Land Surveying Planning Environmental Services t: 509.328.5139 f: 509,328.0423 1.866.328.5139 621 W. Mallon Ave., Ste. 309, Spokane, WA 99201 www,uskh,com Alaska: Anchorage, Fairbanks. Juneau, Wasilla Idaho: Lewiston Washington: Ferndale, Spokane, Walla Walla USKH Inc. Driveway Letter — 18206 E. Knox Ave To verify that a new driveway would not have any adverse affect, we added a new driveway that was 16' wide and re -ran the calculations. The attached summary (Labeled REVISED) shows the result of this entire revised basin calculation. By adding the driveway, the minimum treatment swale volume increased to 94 ft3 due to the increase in impervious area. The volume that is provided in the swale after the installation of the new driveway was calculated at 174 ft3. No additional volume is required above the drywell rim. Since the provided volume still exceeds the required volume, it is USKH's opinion that the addition of this driveway would not adversely affect the swale volume. Besides having the proper volume, the driveway also will need to allow stormwater to be treated in the drainage swale and be allowed to continue from south to north where ultimately it is disposed of in a provided Type A drywell. The proposed driveway will be acting as a replacement for the inlet that was proposed near the driveway location as shown in the attached lot plan. Therefore, the driveway will need to be constructed in such a manner to include a depression that would allow stormwater to flow into the driveway and directed to the swale. This is the same driveway detail that was used in the original subdivision design and is provided as a detail in the attached documents. Summary: In summary, it is USKH's opinion that a new driveway can be installed to 18206 E. Knox in the Sonata Springs residential development off of Green Acres Road without adversely affecting the original swale designed to parallel the road. This driveway would be a minimum of 16' wide, located no closer that 7.5' from the southern property line and will need to be installed per the details provided with the lot plan attached to this letter. Please let me know if you have any additional questions regarding this analysis. Regards, USKH, Inc. Zak Sargent, P.E. Civil Engineer Attachments: Final Plat for Sonata Springs Drainage Basin Map Lot Plan Driveway Details Original Drainage Calculations Revised Drainage Calculations I:\ 1170500\Reports\Drainage\DrivewayLetter-20090429.doc USKH WO: 1172200 Page 2 TRACT 4 TRACT I TRACT 3 \ FOUND & ACCEPTED 1/2' DIA oamt c 20'X zo' \ STEEL PIN 0.25' BELOW SCE y61• FOUND 1/2' BOLT CA' IRRIG4R0N FASEIAENT (R1, R3) BELOW SURFACE PER AIN 584140 w o 124241'181) c Op 1242.38' 124248 (P) 124239'(R3) �.}, 58T16'O6'W _ - - - 2_ 2- BORDER EASEMENT c "o tw�sru.. w EASEMENT- 565.0'(P)TRACT H 2' BORDER MONTGOMERY AVE. NgT16'O6'E 564.79' 81.71- 3° 65.00' 65.00 � o- ox55.04 65.00_ IR12 • 629.76' �( 90.04 � I •I 18172 - - 18116 .1$LZQ I - 1n rn 10' DKf 53p.00'(R3 & R4) 18105 I m• 19 119' • I I o 0y N o W `+o° w UT811Y ENT \r j FOUND &ACCEPTED 800 I�, SPIKE PER(RI), USED FOR I 630.0'(P) m u N a w ,0° '.° `1 F° LOT 5 4V.' m LOT 6 \ k \� DIRECTION 1n 107 1 I I :1 o I I Im w to .I w LOT 4 �: m m �- N bbb m 1O `I is LOT 2 y 'O 107 3 y; m - o IT m 2 28 \ FOUND & ACCEPTED °i ® I o LOT 1 m 1a m 61• © tO - 1 rq ® X02 i 5/8' REBAR 1FASEaIEaIE�M i °= I I 13O.OD' (R3) p� 110.08' I �1FASEMENT O 65.00' N8T16BORDER'O6'E 141.77'• 7. �!'S°� FOUND T G I65.00' 65.00' 104.32' 37.45 FOUND / REBAR N�12'2'11"E 75.00 656'0 NBT16'O6'E NEI 6'06"E 10' OU3D4& ACCEPTED NBO6'E N8T16'O6E N8T16'O6'E \��°LOT 12 III I I I OO „c ao•„". aa�c+. 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LOT 3 + o Iw_ � p EASE/ETlf o LOT 1 0 r - LOT 5 I N FOUND &ACCEPTED '� o I 6 "' SAt LOT 9 I I m I I 30 '� LOT 2 r� 70 I^ 70 ® I I - 1}13' BORDER I 5/8' REBAR (R7) v m SPX 10 is 26 o I iol rn 70 19' 19, NT DRY4 70.00' 76.28' 109.92' y I 10' � I 19' �FASELENf 70.00' 70.00'O 110.08' 76.38' 658.66' NS-r15'03'E 658.72' NBT15'03'E 628.72' FOUND 3/4" IRON PIPE fi5B.65'(R1) TR Ril,CT 21 130.00' 630.0'(P) N7T41'30"E. 0.82' FROM Spµ 1S 6.30.00'(R3628.72(8 )R4) USE. POSITION DID NOT TACT 20 S,.rj4p6,1S4.p61B St%�j4p61W' e' I IVT Sly' 1 TRACT 19 o A FOUND 1/2REBAR 0.4' BELOW SURFACE Z OF BARKER ROAD N m FOUND 7/8' PIPE (R5, R6) A 'k 20.00' 30.00' FOUND 1/2' REBAR 0.2' BELOW SURFACE 660.0'(P) o I N8719'11"E I 630.0'(P) g- - - I 629.08' - - - - - - 659.08' - - - 1288.4 INDIANA AVE. FOUND 5/8" REBAR 0.3' 1 1290.90'(P) 0 1318.16' BELOW SURFACE o 659 N8T75'33-E FINAL PLAT OF LEGEND SONATA SPRINGS FOUND MONUMENT, AS NOTED SUB -11-04 AUDITOR'S CERTIFICATE BEING A SUBDIVISION OF TRACT 6 OF DURING CONSTRUCTION, RESET WITH PLAT A' OF GREENACRES IRRIGATION DISTRICT IN FILED FOR RECORD THIS DAY THE NW 1/4 SE 1/4 OF SECTION 7, TOWNSHIP 25 NORTH, OF , 200_, AT M. RANGE 45 EAST, WILLAMETTE MERIDIAN IN BOOK _ OF PLATS, AT PAGES(S) _ SPOKANE COUNTY, WASHINGTON AT THE REQUEST OF LOTS N LAND LLC 0 25 SO 100 SCALE- 1' = 50' NOTE: A. 10.00 FOOT SEWER EASEMENT PER AFN #5415325. B. 20.00 FOOT SQUARE DRAINAGE EASEMENT. SPOKANE COUNTY AUDITOR BY DEPUTY BASIS OF BEARING: BEARINGS ARE BASED ON THE SOUTH UNE OF THE SOUTHWEST QUARTER OF SECTION 7 AS DEPICTED ON 1999 GPS PROJECT SURVEY BY SPOKANE COUNTY ENGINEERING DEPARTMENT REFERENCES: (P) = PLAT A' OF GREENACRES IRRIGATION DISTRICT, VOL E OF PLATS, PG. 21. (RI) - SP 78-051 1/23 DUNSMORE PLS (R2) = SP 86-418 5/59 SIMPSON PLS (R3) = SP 721-92 9/40 BOATWRIGHT PLS (R4) = SP 896-93 10/38 LEINWEBER PLS SURVEY PROCEDURES BEARINGS AND DISTANCES SHOWN HEREON ARE BASED ON A SERIES OF CHECKED MEASUREMENTS MADE WITH A TRIMBLE 5600 TOTAL STA7I0H BY USKH, INC, FROM JUNEOF 2006 THROUGH NOVEMBER OF 2006. THIS WORK MEETS OR EXCEEDS THE STANDARDS CONTAINED IN WAC 372-13D-090. LEGEND • FOUND MONUMENT, AS NOTED ® FOUND MONUMENT AS NOTED, DESTROYED Planning . Materials Testing DURING CONSTRUCTION, RESET WITH REBAR AND PLASTIC CAP LS 30431 O SET 5/8" REBAR WITH PLASTIC CAP Spokane, WA 9920t MARKED 'USKH LS 30431' OR EPDXIED BRASS SCREW & 3/4" BRASS WASHER W/ LS# IN DRILL HOLE IN CONCRETE FX-X-XA LOT AREA IN SQUARE FEET XXXX PRELIMINARY STREET ADDRESS BASIS OF BEARING: BEARINGS ARE BASED ON THE SOUTH UNE OF THE SOUTHWEST QUARTER OF SECTION 7 AS DEPICTED ON 1999 GPS PROJECT SURVEY BY SPOKANE COUNTY ENGINEERING DEPARTMENT REFERENCES: (P) = PLAT A' OF GREENACRES IRRIGATION DISTRICT, VOL E OF PLATS, PG. 21. (RI) - SP 78-051 1/23 DUNSMORE PLS (R2) = SP 86-418 5/59 SIMPSON PLS (R3) = SP 721-92 9/40 BOATWRIGHT PLS (R4) = SP 896-93 10/38 LEINWEBER PLS SURVEY PROCEDURES BEARINGS AND DISTANCES SHOWN HEREON ARE BASED ON A SERIES OF CHECKED MEASUREMENTS MADE WITH A TRIMBLE 5600 TOTAL STA7I0H BY USKH, INC, FROM JUNEOF 2006 THROUGH NOVEMBER OF 2006. THIS WORK MEETS OR EXCEEDS THE STANDARDS CONTAINED IN WAC 372-13D-090. SECTION INDEX U0014 Engineering . Land Su-pMg Planning . Materials Testing ® 621 W. Mallon Ave, Ste 309 Spokane, WA 9920t SURVEYOR'S CERTIFICATE 313 Stmt. S ❑ 313 t SVD Ste 200 LeMIeWI, ID 83501 THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY X (208) 746-2661 ME OR UNDER MY DIRECTION IN CONFORMANCE WITH ❑ 1920 Maln Street. Ste 14 THE REQUIREMENTS OF THE CIN OF SPOKANE VALLEY FerndaleWA 98248 , (360) 312-1815 SUBDIVISION ORDINANCE. s Horth p1 ERIC❑ �,+,aFw�1ks°y It ra 10c 1F1'� NW 1/4 SE 1/4 SECTION 7 T25 N,R45 E, YM k, WA (5D9) 522-4847 9762 ❑ 115 W. Hennlaton Am Ste 140 v i i o Hermiatan. OR 97638 N�jf�j' ° r( `�l DWN BY. GWE (541) 564-4448 gEplptajJQ CKD BY: CJL/DLP DWN: 10/20/06 GARY ERICKSON, REV: 12/18/06 P.L.S. 30431 DATE: �'"�° REV., 2/20/07 USKH W.O. 798200 798200pILdwg SHEET 1 OF 2 -A 1— -- '— ��44�Y 9 `b O/ eta a Date Stamped: I 7,132 aq. ft 11� I I I I I 0.16 aeres I I I I I I I I . I 0 e Ix Iv I I I I I I I I I I I I I I I I I I I I I I N — I 0.17 cor %01111W I 7 Of I 0.72 acm LOT 5 rr A ' r p�yyo @�'• / r r � } / I ;.� i DA -3 .. -.. _ L l eq. \ r 2 1 1 0.32 acres - Lt r C� \\ \ \ . / I OA -7 \ 50,127 sq. ft �go2q' I 1.15 acres ... _ - --- - ,J A k1ANS9ELL) AVE Lor 4 I I j0.68 acres LOT R. 2 [ I I rko 1.79 aewro.q l; �.1 I r OA -10! � I 1 13,953 oq.'ft \ 0.32 acre? I j } I 10.J 7a roe 1 . I i - if / LOT 5 I (� I LOT J /r I $6,590 sq. ft = J r lJ i .1.30 aeras L {pq►-13 1 1 5 DA- 12 28.45 fL I f 10,472 eq. k. aP-- \ LOT 7 I -0.24-acres ® - I slr.� k•',fYu+. A KNOX 1 LOT 8 AA -14 - - -- _-� - / 1 v rr I I. 11.504 sq. ft. 'D4-16 / 0.26 acres ! 27,785 sq. ft. �' I I 0.64 acres LOT 9I DA _ B 187 e 1 \ 6,192 eq. f P I 0.14 acres _ II I I I I 1\ D6 DRAINAGE AREA MAR WDFRGROUND UII.IItES SE10wtl 1YEAEaN ARE BASED ON lDG1TA71LS A71D HIPS ?BONDED Br rumioRs. rNE Acruv. LDurpM oE-1»nEncRoulo EEA1U17k:. wr MOr AGREE w1D1 THE tDG1WK5 SIIaATL OItFR L►mE2rcRowa IrntrrlES wr E#ST 7IGAT ARE Mar SF101W7 IFREaII. utlrlY PRDNDxs S710UD BE MorFEn PIaDR ro E7IGVATION AMD COIbiRl1C110M. UNDEROFiOLM CABLE LOCATION ASSISTANCE 'CALL BEFORE YOU DIG' 1-800-424-5555 GRAPHIC SCALE 9 o a se Ioa en ( IN YM) 1 lash - 50 rL HAS GRAPH ABOVE 39 5' DE LOIGTH AD7DBL BCALE ACCORDINGLY N z zz z 0 H W. H toot ��44�Y 9 `b O/ eta a Date Stamped: 0 e Ix 5 LERH FnrnwMo • Mdrteeh+d - Pkwdng L.W Sur\ey" . DMiommW 821 W. udwn I- St. 300 Spokane, WA 00201 (807) 328-5130 313 D Stud, St. 200 L-btan, klahe 83801 (208) 748-2861 1020 Win Stud, St. 14 Ferndale, WA 08248 (360) 312-1815 5 North OoMN Wells Wale, WA 0082 (807) 522-4W Project SONATA SPRINGS ROADS AND DRAINAGE C)(ent-, UM N LAND, LLC Project Mgr. JNL Drown Drawn Fi, Checked Date O1 -OB -07 Sheet Contents: DRAINAGE AREA MAP Sheet No.: USKH W.O. 798200 13' WIDE BORDER EASEMENT KNOX AVE. PROPERTY LINE 10' UTILITY EASEMENT 0 WS__ 133' SETBACK LINES zH � U I 1 CN O SETBACK RI I 20' SETBACK LINE 76.28' L=31.40' WR=20.00' /Cr / z I.�.I IY PROPERTY LINE 13' WIDE BORDER EASEMENT 10' UTILITY EASEMENT PROPOSED 16.0' WIDE DRIVEWAY REMOVE INLET 7.5' MIN FROM PROPERTY LINE 18206 KNOX AVENUE J LOT 5, BLOCK 4 SONATA SPRINGS SCALE: 1"=30' USKH 621 W. MALLON, STE309 SPOKANE, WA 99201 PHONE (509) 3285139 FAX (509) 328-0423 101 THAN ROAD Engineering . Land Surveying LEWISTON, 10 83501 PHONE ( 746-2661208) • Materials Testing FAX 2087 1 465825 AT BEGINNING OR A B CONSTRUCT SWALE STEP PER PLANS. SEE DETAIL D SLOPE rINTO�BOTTOM AT 4:1 NOTE: 6 THIS SHEET I 5.0' WIDE SIDEWALK 'I Y Y CENTERLINE OF Y Y SWALE Y v v YY 1% MAX (SEE NOTE 1) E Y v E FLOWW _ 16' i DRIVEWAY)1\ 0 20111 A/\ 3.0' — TYPE 1 2.0' CURB INLET \ _ TYPE "B" CURB AND — r•_i ITTCP crr rni JA/TY .--....- i A NOTE: B DETAIL A-3 (TYP.) 1. BOTTOM OF SWALE SHALL MATCH ADJACENT ROAD AND CENTERLINE PROFILE GRADE. 2. DRIVEWAYS ARE TO BE CONSTRUCTED BY HOME BUILDER. PLAN VIEW OF DRAINAGE SWALE OPTIONS D TRANSITION TYPE "B" CURB TO INLET 2.60% SLOPE 10.0' SIDEWALK 5.0' 6" THICK CONCRETE NTS FINISHED SURFACE IS 0.55' BELOW TOC FINISH SURFACE OF DRIVEWAY IS 0.75' BELOW TOC 6" THICK CONCRETE PAD FOR DRIVEWAY. (DRIVEWAYS NOT IN CONTRACT) NOTE: THE CONTRACTOR SHALL CONTACT THE ENGINEER 48 HOURS PRIOR TO POURING DRIVEWAY CURB CUTS FOR VERIFICATION OF LOCATION. THE CONTRACTOR ASSUMES ALL RISK ASSOCIATED WITH FAILING TO CONTACT THE ENGINEER. SECTION D -D, FUTURE DRIVEWAY CONSTRUCTION NTS 18206 KNOX AVENUE LOT 5, BLOCK 4 SONATA SPRINGS SCALE: 1 "=30' USKH 621 W. MALLON, STE 309 SPOKANE, WA 99201 PHONE (509) 3285139 FAX (509) 328-0423 101 THAIN ROAD Engineering " Land Surveying LEWISTON, ID 83501 PHONE Planning . Materials Testing FAX (208)746-66251 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Date: April 29, 2009 Name: D2 Basin Name: DA -17 - AS DESIGNED Design Frequency: 10 YR 1. Determine Time of Concentration Segment 1 - Overland Flow OVERLAND FLOW Length L = 16.5 ft (Length) MAX LENGTH = 300 ft. Slope S = 0.026 ft/ft (Slope) n = 0.016 Roughness Coefficient (Asphalt) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water Management". Tc1 = Ct*(L*n/(S^0.5))^(0.6); From "Guidelines for Storm Water Management". Tc1 = 0.20 min. Segment 2 - Shallow Concentrated Flow CURB GUTTER Length L = Slope S = n= Depth, y = Cross s = Z= Area, A = Q gutter = Velocity, V = 95 ft 0.010 ft/ft (Max Profile Slope) 0.014 Roughness Coefficient 0.19 ft. (Assumed depth of flow) 0.026 ft/ft 38.46 ft/ft (Z=1/s) 0.69 ft. (A = 1/2*Z*(y^2)) 1.74 cfs (Manning's equation flow) 2.50 fps (V = Q/A) Tc2 = LengthNelocity Tc2 = 0.63 min. Segment 3 - Channel Flow PIPE Total Tc = USKH, Inc. 798200 (Concrete Gutters) Length L = 0.00 ft Slope S = 1.000 ft/ft n = 0.012 Manning's Roughness Coefficient (Concrete) Diameter = 0 inches Area, A = 0 R= D/4 = Oft. Velocity, V= (1.49/n)*(R^2/3)*(So^1/2) (Mannings Equation) Velocity, V= 43.62 ft/sec Tc3 = LengthNelocity Tc3 = 0 min. *Assumed <5 min For this Calc 0.83 min. (Conservative Value) Page 1 of 4 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Date: April 29, 2009 Name: D2 Basin Name: DA -17 - AS DESIGNED 2. Determine Weighted Runoff Coefficient (C ) and Area: Area Surface Type (sf) (acres) Design Frequency: 10 YR C* CA Open Land (2% - 10% slope) 3,347 0.08 Roof 750 0.02 Asphalt Lane, Sidewalk and Driveway 2,090 0.05 From Bypass DAx 0 0.00 Total Drainage Area 6,187 0.14 Total Impervious Treated Area 2,090 0.05 * From Table 1, Page 6-2, "Guidelines for Storm Water Management" 3. Determine Peak Runoff (Q = CIA): Based On: Duration (Tc) = Weighted C = Intensity (I) = Area (A) = Weighted C = (Sum CA)/(Sum A) = 0.5754 Sum CA = 0.3 0.0231 0.9 0.0155 0.9 0.0432 0.9 0.0000 Total Impervious Area 0.83 0.5754 3.18 in/hr from IDF Curve for Spokane, WA (Conservative Value) 0.14 Peak 10 -year discharge = 0.26 cfs 4. Determine Volume of Biofiltration Swale/Drainage Area: Total Impervious Treated Area = 2,090.00 sf Required Biofiltration Swale Volume = Impervious Treated Area x 0.5"/12 in/ft Required Biofiltration Swale Volume = 87.08 cf "208" Biofiltration Swale Bottom Width = 2.80 ft "208" Biofiltration Swale Bottom Length = 95.00 ft "208" Biofiltration Swale Depth = 0.5 ft "208" Biofiltration Swale Side Slopes (X : 1) = 3 "208" Biofiltration Swale Bottom Area = "208" Biofiltration Swale Top Area = "208" Biofiltration Swale Volume = 5. Determine the Maximum Outflow: USKH, Inc. 798200 266 sf 568 sf 209 cf POND SIZE CHECKS 0.0817 Soil Type: Garrison Gravelly Loam (GgA) From Spokane County Soil Survey, SCS Based on the soil type and "Guidelines for Storm Water Management", Page 4-15, the allowable design drywell flows are as shown below: Number of Type A (0.3 cfs) Drywells Required: 1 Number of Type B (1.0 cfs) Drywells Required: 0 Total Outflow (Qo) = 0.3 cfs Page 2 of 4 Date: Name: April 29, 2009 D2 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Basin Name: DA -17 - AS DESIGNED 6. Determine Required Detention Storage Using Bowstring Method Time Increment = Elapsed Time (min.) 0.83 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 (sec.) * Storage = (Vol in. - Vol. out) Intens. (in/hr) Design Frequency: 10 YR 5 min. Q in Vol. In Vol. Out Storage * (cfs) (cu.ft.) (cu.ft.) (cu.ft.) 50 3.18 0.26 17 15 2 0 3.18 0.26 0 0 0 300 3.18 0.26 82 0 82 600 2.24 0.18 113 0 113 900 1.77 0.14 133 0 133 1200 1.45 0.12 144 0 144 1500 1.21 0.10 150 0 150 1800 1.04 0.08 154 0 154 2100 0.91 0.07 157 0 157 2400 0.82 0.07 162 0 162 2700 0.74 0.06 164 0 164 3000 0.68 0.06 168 0 168 3300 0.64 0.05 174 0 174 3600 0.61 0.05 180 0 180 3900 0.6 0.05 192 0 192 4200 0.58 0.05 200 0 200 4500 0.56 0.05 207 0 207 4800 0.53 0.04 209 -5 213 5100 0.52 0.04 217 57 160 5400 0.5 0.04 221 89 133 7. Determine the Minimum Required Depth Above Biofiltration Swale: Required Detention Storage Calculated "208" Biofiltration Swale Volume: Required Storage Above "208" Swale: "208" Swale Top Width: "208" Swale Top Length: "208" Swale Top Area: "208" Biofiltration Swale Side Slopes (X : 1) = Depth Above "208" Biofiltration Swale: Detention Pond Top Width: Detention Pond Top Length: Top of Detention Pond Area: Volume above "208" Biofiltration Swale: USKH, Inc. 798200 213.4 CF (See Bowstring Method, maximum value) 208.6 CF 4.8 CF NEEDS ADDITIONAL SWALE VOLUME 5.8 ft 98.0 ft 568.4 SF 3.0 (See "208" Swale Volume Calculations) (See "208" Swale Volume Calculations) (See "208" Swale Volume Calculations) (See "208" Swale Volume Calculations) 0.20 ft** 2.4 in ** Drywell = 0.75' below TOC Top of Inlet Apron=0.55' below TOC Therefore Maximum Storage Depth=0.20' 7.0 ft 99.2 ft 694.4 SF 126.3 CF POND SIZE CHECKS Page 3 of 4 Date: April 29, 2009 Name: D2 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Basin Name: DA -17 - AS DESIGNED Design Frequency: 10 YR 8. Determine Adequacy of Drainage Structures: Curb Opening: Q = 0.56*(Z/n)*(S^0.5)*(d^(8/3)) Flow, Q = Slope S = n= Cross Slope, s = Z = 1/s = Flow Depth, d = 0.26 cfs, From Peak Runoff Section 0.010 ft/ft 0.014 Roughness Coefficient 0.026 ft/ft 38.46153846 ft/ft 0.091 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW CONCENTRATED FLOW (CHECK) Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water Management") Curb Height (h) = Discharge Qn = Flow Depth, d = Length of Opening: (Total length of openings consist of 2 inlets, 2.0' wide at each opening) 0.5 ft (Type 1 Curb Inlet) 0.26 cfs 0.091 ft. 2 ft. Use Q = 3.087(L)(HA3/2); Solve for H Depth, H = H/h = 0.12 feet 0.24 OK - H/h<=1 Use a Minimum of 2 ft. of Total Curb Opening USKH, Inc. 798200 Page 4 of 4 Date: April 29, 2009 Name: D2 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Qkv\se-i) Basin Name: DA -17 - 18 FT DRIVEWAY ADDED Design Frequency: 10 YR 1. Determine Time of Concentration Segment 1 - Overland Flow OVERLAND FLOW Length L = 16.5 ft (Length) MAX LENGTH = 300 ft. Slope S = 0.026 ft/ft (Slope) n = 0.016 Roughness Coefficient (Asphalt) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water Management". Tc1 = Ct*(L*n/(S^0.5))^(0.6); From "Guidelines for Storm Water Management". Tc1 = 0.20 min. Segment 2 - Shallow Concentrated Flow CURB GUTTER Length L = Slope S = n= Depth, y = Cross s = Z= Area, A = Q gutter = Velocity, V = 95 ft 0.010 ft/ft (Max Profile Slope) 0.014 Roughness Coefficient 0.19 ft. (Assumed depth of flow) 0.026 ft/ft 38.46 ft/ft (Z=1/s) 0.69 ft. (A = 1/2*Z*(y^2)) 1.74 cfs (Manning's equation flow) 2.50 fps (V = Q/A) Tc2 = LengthNelocity Tc2 = 0.63 min. Segment 3 - Channel Flow PIPE Total Tc = USKH, Inc. 798200 (Concrete Gutters) Length L = 0.00 ft Slope S = 1.000 ft/ft n = 0.012 Manning's Roughness Coefficient (Concrete) Diameter = 0 inches Area, A = 0 R= D/4 = Oft. Velocity, V= (1.49/n)*(R^2/3)*(So^1/2) (Mannings Equation) Velocity, V= 43.62 ft/sec Tc3 = LengthNelocity Tc3 = 0 min. *Assumed <5 min For this Calc 0.83 min. (Conservative Value) Page 1 of 4 Date: April 29, 2009 Name: D2 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Basin Name: DA -17 - 16 FT DRIVEWAY ADDED Design Frequency: 10 YR 2. Determine Weighted Runoff Coefficient (C ) and Area: Area Surface Type (sf) (acres) C* CA Open Land (2% - 10% slope) 3,187 0.07 0.3 0.0219 Roof 750 0.02 0.9 0.0155 Asphalt Lane, Sidewalk and Driveway 2,250 0.05 0.9 0.0465 From Bypass DAx 0 0.00 0.9 0.0000 Total Drainage Area 6,187 0.14 Sum CA = 0.0839 Total Impervious Treated Area 2,250 0.05 * From Table 1, Page 6-2, "Guidelines for Storm Water Management" Weighted C = (Sum CA)/(Sum A) = 0.5909 3. Determine Peak Runoff (Q = CIA): Based On: Duration (Tc) = Weighted C = Intensity (I) = Area (A) = Total Impervious Area 0.83 0.5909 3.18 in/hr from IDF Curve for Spokane, WA (Conservative Value) 0.14 Peak 10 -year discharge = 0.27 cfs 4. Determine Volume of Biofiltration Swale/Drainage Area: Total Impervious Treated Area = 2,250.00 sf Required Biofiltration Swale Volume = Impervious Treated Area x 0.5'/12 in/ft Required Biofiltration Swale Volume = 93.75 cf "208" Biofiltration Swale Bottom Width = 2.80 ft "208" Biofiltration Swale Bottom Length = 79.00 ft "208" Biofiltration Swale Depth = 0.5 ft "208" Biofiltration Swale Side Slopes (X : 1) = 3 "208" Biofiltration Swale Bottom Area = "208" Biofiltration Swale Top Area = "208" Biofiltration Swale Volume = 5. Determine the Maximum Outflow: USKH, Inc. 798200 221 sf 476 sf 174 cf POND SIZE CHECKS Soil Type: Garrison Gravelly Loam (GgA) From Spokane County Soil Survey, SCS Based on the soil type and "Guidelines for Storm Water Management", Page 4-15, the allowable design drywell flows are as shown below: Number of Type A (0.3 cfs) Drywells Required: 1 Number of Type B (1.0 cfs) Drywells Required: 0 Total Outflow (Qo) = 0.3 cfs Page 2of4 Date: Name: April 29, 2009 D2 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Basin Name: DA -17 - 16 FT DRIVEWAY ADDED 6. Determine Required Detention Storage Using Bowstring Method Time Increment = Elapsed Time (min.) (sec.) Design Frequency: 10 YR 5 min. Intens. Q in Vol. In Vol. Out Storage * (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu.ft.) 0.83 50 3.18 0.27 18 15 3 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 * Storage = (Vol in. - Vol. out) 0 3.18 0.27 0 0 0 300 3.18 0.27 85 0 85 600 2.24 0.19 116 0 116 900 1.77 0.15 136 0 136 1200 1.45 0.12 148 0 148 1500 1.21 0.10 154 0 154 1800 1.04 0.09 159 0 159 2100 0.91 0.08 162 0 162 2400 0.82 0.07 166 0 166 2700 0.74 0.06 169 0 169 3000 0.68 0.06 172 0 172 3300 0.64 0.05 178 17 161 3600 0.61 0.05 185 59 126 3900 0.6 0.05 197 132 65 4200 0.58 0.05 205 186 19 4500 0.56 0.05 212 238 -26 4800 0.53 0.04 214 265 -51 5100 0.52 0.04 223 333 -109 5400 0.5 0.04 227 375 -147 7. Determine the Minimum Required Depth Above Biofiltration Swale: Required Detention Storage Calculated "208" Biofiltration Swale Volume: Required Storage Above "208" Swale: "208" Swale Top Width: "208" Swale Top Length: "208" Swale Top Area: "208" Biofiltration Swale Side Slopes (X : 1) = Depth Above "208" Biofiltration Swale: Detention Pond Top Width: Detention Pond Top Length: Top of Detention Pond Area: Volume above "208" Biofiltration Swale: USKH, Inc. 798200 172.2 CF (See Bowstring Method, maximum value) 174.2 CF -2.0 CF EFFICIENT CAPACITY 5.8 ft 82.0 ft 475.6 SF 3.0 (See "208" Swale Volume Calculations) (See "208" Swale Volume Calculations) (See "208" Swale Volume Calculations) (See "208" Swale Volume Calculations) 0.20 ft** 2.4 in ** Drywell = 0.75' below TOC Top of Inlet Apron=0.55' below TOC Therefore Maximum Storage Depth=0.20' 7.0 ft 83.2 ft 582.4 SF 105.8 CF POND SIZE CHECKS Page 3 of 4 D2 Subdivision Storm Water Design - Drainage Study Report Calculations Date: April 29, 2009 Name: D2 Basin Name: DA -17 - 16 FT DRIVEWAY ADDED Design Frequency: 10 YR 8. Determine Adequacy of Drainage Structures: Curb Opening: Q = 0.56*(Z/n)*(S^0.5)*(d^(8/3)) Flow, Q = Slope S = n= Cross Slope, s = Z = 1/s= Flow Depth, d = 0.27 cfs, From Peak Runoff Section 0.010 ft/ft 0.014 Roughness Coefficient 0.026 ft/ft 38.46153846 ft/ft 0.092 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW CONCENTRATED FLOW (CHECK) Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water Management") Curb Height (h) = Discharge Qn = Flow Depth, d = Length of Opening: 0.5 ft (Type 1 Curb Inlet) 0.27 cfs 0.092 ft. 2 ft. (Total length of openings consist of 2 inlets, 2.0' wide at each opening) Use Q = 3.087(L)(HA3/2); Solve for H Depth, H = 0.12 feet H/h = 0.25 OK - H/h<=1 Use a Minimum of 2 ft. of Total Curb Opening USKH, Inc. 798200 Page 4 of 4