The URL can be used to link to this page

Home My WebLink AboutSWP272847(1) t 28-47 STORM DRAINAGE REPORT FOR LONG'S PLAT UNION AV.NE.&"NE 28TH PLACE" RENTON, WASHINGTON STORM DRAINAGE REPORT FILE NO. 773-001-001 PREPARED BY TOUMA ENGINEERS 6632 SOUTH 191ST PLACE, SUITE E-10 KENT, WA. 98032 (425)251-0665 � o 0 February 2, 2000 3447 jONAL �mamma 7112100_� CrY OF REPITON RECEIVED FEB 0 0 7000 .,uo i vvio-aYsi ar�rd�tCla 2 TABLE OF CONTENTS I. PROJECT OVERVIEW&FIGURES pp. 1-3..13 II. CORE& SPECIAL REQUIREMENTS pp. II-1..2 III. OFF-SITE ANALYSIS P. III-1 IV-a STORM WATER DETENTION DESIGN p. IVa-1..24 IV-b STORM WATER QUALITY DESIGN p.IVb-1..2 V. CONVEYANCE SYSTEM ANALYSIS p.V-1 VI. SPECIAL REPORTS and STUDIES P. VI-1 VII. BASIN and COMMUNITY PLANNING AREAS P. VI-I VIII. OTHER PERMITS P. VI-1 IX. EROSION/SEDIMENTATION CONTROL DESIGN P. VI-I X. BOND QUANTITIES WORKSHEET P. VI-I XI. MAINTENANCE and OPERATIONS MANUAL P. VI-I 3 L PROJECT OVERVIEW The subject property involved in this plat covers an area of approximately 3.81 acres. The property is situated in the north end of the City. Bounded on the west by Union Avenue NE(132"d Avenue SE—King County Street designation). It is bounded on north,east and south by fairly large single parcels. Access to the property is made from Union Avenue NE via a cul-de-sac that would serve the proposed single lots. The project area is hilly with slopes ranging from 12%to 28%, except for a small area with steep slopes exceeding 40%. These areas exist along the northeast portion of the site. The development is split into two small basins. There exist a knoll about the east third of the site which directs surface water generated from the most easterly portion of the site to the east into another shallow swale that eventually meets with the surface water generated from the westerly portion of the site approximately 800 feet downstream of the site. The easterly basin covers the areas within the proposed Lots 10 through 14. The westerly basin covers the remaining lots. The easterly basin will be designed to control flow release utilizing single family retention facility. The soil type of the site is Alderwood AgD, glacial till. Existing groundcover consists mainly of forest. The proposed plat will have 21lots with lot sizes ranging from 4500 square feet to overt 13,000 square feet. The plat improvements will be designed to City of Renton Standards and requirements for streets, storm, sewer,water and streetlights. See the figures on following pages: v 1 1 \ / M i O f i ) X\�\ h cr a * '+ l w t I s�v�1L bCl a f .• . lvl � � / �+a:,t�'�t � ��.k�n j ` �I�,�thvi''��^'�"� 1.)f� •i�-iS:O _ e r9 Lk t v may,,, Oro �11 W co m f C%j cox 1 i ; I c YA I KING JQ0. C-,J' Is AV Itt'll,f is AV H o A Itlovi fr V INC V( 666 V! ON301 0- 'I Inn c4 S Ay HISCI Is AV 3S Ar HIRE t IIIFAF I IN AV S mal"lW389 m _'�0 iv Is W11131,3" is AMA 3H3 IV S31WY�W At f I vi sf 7-(� 4. Is i I x - w, IN Iq & It" AV iv v P ml Ab "I,,1 7,11 "M 13"Of- 114M AV W"A IN I 001, I 3N t L) 3S ON 1 91 AV t; �,NOJNn 13011, AV r SE 1 t N Y V(IJ 3s Ar � 8 AECtoN � y € 3s l 1 -w dw Hiql7.1 St s AV HIRT q Fill mill AV'�7/ I - __ N31.- "o !L W 30 Ai J, AV 41 zi F:IV/ AV 30HNOH iN AV 3OHNOW w IS _j 11 � x t; AV al) Nfl- �ql�3 PIL SE XT 51 IN A, 39 A ON Im"Im . ...... 4�1" 11 'A VISE' 30 AV ml,t#jjjjp_ 3NINHIA "'i" -, & �A, 1 13 AV i X3a t; AYJ 911118m EF; No DNINN 1 5 AV v, is e 34 0093 DO, _UU99 SONOW031 arty S A, -,Tg,wy P A I I I to All SVWV WIF via jltA u �d Hit,I I A ilett IN V WH V Y3 _ilup A*] --Data NI Nilnr Rroff --a, * I_ IN 3"A-V 513 10H S3* S3W A t; -A HDIH N 009c"I 7i N -_t; t; yd J;; I s N AV AM IJ A AV DR IS AV is RAPI E AV ,A s 1;; , - �v AV Omw ;I;I -- IfUR AV IS is 9 �Af NIZIR S, AV F99 l j R E E S M 511 - l AV Is 8^llA Is AV 0,; e dVW wq 33, ifff AJ ' nl III t l! Ii (; II II II Lil- � �: ' dnC 6 si : �'�• �...i••� BeD Bec a ' Bnl L, sm 22 :-:� .; 02 '•23 Be 1 t Nllla I 9 ��, .�� I 5�� .• •f.• AgC � I I /• Ur-- - _��AmC 1 BeD al" BeC 41�C it '�t! yj' f i I ' AgC I I �• �i t j Bh .� „ , fa I AkF„ AgD A C BMA85 2 3z 'AgC' m r:. i BeC ' AgC z. Ag- ' lewpo Pi rUr i `�`� Hills - BeC I AgC, ti,:� :•' •1 `.w AmC - I �� , Ur i- -_- 8eD / It h I n O 68C Ur a 8 BeC (l KpDz,!' �� ; n G k f Q Newea �93 �Akq{ 3 I ,1 I EvC BeD eC I 8 ArnCr." 1 i I ) • AQC h T Bh f' .♦ AgC I ' AgC I, i I �-_ •� AQB KPO Y� •EvC OvD �'0• to \ ------ ----8� - y _ - I-- 78 -- --r° ------ -BMA ABM I ----- B ASD • :z : • 690 692 A I�' 1• ' cn I, •AgC N� I .•� AgC i, AQC BMA n I OvD 0 5 l 605 7 I r• C'.• �j 1 Sm I Can�• �., BeC e .�\ 13 t 1 '''e,' yL AQD { 0�I ARD •,ii 34 I rA D. -- F j n Jj i OvD FF f ✓a'. AkF f .M.� , . #.' I AkF ' AgC` Ev8 I : .M' BeG ' Ev 1 M ARC r f,, ♦• ,�.s .� '•�• I GRAVEL ' Zvo ?<, Fly: wr `AkF; •:+� 1 CJ� 306 IBM !7r+ su ! Tlt s _ - 1 - c -- - - •k=- ?7= - ---- --- .16 - 319. Ev8 EvC/II JL at a E�0 `AQC _ RdC t, AkF _-- " l AmC --- a- _ .• � AgC I, f •. ! ��. — - 11 ' Stn j.In i — •'1 C I �EvC' <'✓9'A - t/. N- t AQD -• '�r•��'+. }ql�" :,�. �r. � i 'i �-_- .AQCSm - t' LW T `° Amc• }, `ydG• .� �F1F Trailer ark• �� r )'i •{• r�- Z, .,i .I I. Rnry in BII • • TtJ Evc ]I� ol.•JT AgC .'� . yoo I :RdE _ Rdc 10, 1 cl AlTori 17 All, \ I KING C O 11 N 'F Y, WASH I N (; 'I' O N, S U It 1' A C 1 W A 'I' E R U E S I (► N MA N U A L TABLE 3.5.211 SCS WES'FERN WASHING FON RUNOF CURVE;NUNIMRS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS In 1982) I Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. -----------�----------- -- CURVE NUMBERS BY HYDROLOGIC SOIL GROUP I LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 I Wood or forest land: young second growth or brush 55 72 (:13-1) 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, Boll courses, cemeteries, — landscaping. good condition: grass cover on 75% or more of the area 68 80 C8�6) 90 ' fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 ' Impervious surfaces, pavement, roofs, etc. 98 98 13 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) ' Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number ' 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 Impervious portion 3.0 DU/GA 34 of the site or basin ' 3.5 DU/GA 36 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 ' 5.5 DU/GA 50 6.0 6UiG .__-- --- --- 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % Impervious condominiums, apartments, must be computed commercial business and Industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed Into street/storm system. (3) The remaining pervious areas (lawn) are considered to be In good condition for these curve numbers. 3.5.2-3 2/99 M Sheet1 EAST SBU HYDROGRAPH METHOD: _ --------- - -- Existing Site Tc SHEET Ts= 0.42*(L*ns)^0.8/(P2^0.5*S^0.4) —_ _— L(ft) ns S P2 (in.) T min.) _ 238 0.24 0.08 2.05 20.09 62 0.24 0.26 2.05 4.37 -- - — -- — T= L/(60*k*S^0.5) L (ft) k S _ CHAN_NEL __123 9 0.12 _ _0.66 TIME OF CONCENTRATION 25.13 25.1 Developed Site Tc SHEET L (ft) ns S P2 (in.) T(min.) 146 0.15 0.02 2.05 16.57 CONCNT. L(ft) k S 158 42 0.02 0.44 162 42 0.15 0.17 _ 1 141 42 0.05 0.25 TIME OF CONCENTRATION 17.43 17.4 Page 1 Sheet 1 WEST SBU HYDROGRAPH METHOD: Existing Site Tc SHEET Ts=0.42`(L"ns)^0.8/(P2^0.5*S^0.4) L (ft) ns S P2 (in.) T(min.) 48 0.24 0.25 2.05 3.61 _ 66 0.24 _0.06 2.05 8.21 75 0.24 0.19 2.05 5.80 T= L/(60"k"S^0.5) L ft) k S - CHANNEL 93 17 0.16 0.23 _ - 64 17 0.02 0.49 18.33 TIME OF CONCENTRATION 18.3 Developed L(ft) ns S P2 (in.) T(min.) SHEET 62 0.15 0.02 2.05 8.35 43 0.15 0.09 2.05 3.41 L (ft) k S CONCNT. 109 42 0.15 0.11 29.5 42 0.05 0.05 0.11 104 42 0.13 _ _. 1. 11.93 TIME OF CONCENTRATION L 12 Pagel -pi \ •, j'/�' Jf J i' /� J 14i f ,l i' �:'!• ;• 1,t J I ! f, t t!i J � ! .; J 1 ;,, tr ,�;• ,� ;,.�`iJ J l,• t i• Vi• 11 f t !'•,,•t -,,.. - - - r; , ! J J r t/'�: '•; t t J' � ft/' :`.. l.i!�,•t; t` r !: ,,: t/ ;' ,ir•r% i �^ !•,,',� /t %11/t I t ..._-••.r ./�• rr• !' ✓ ti J%�-'� ram•! } tt/,/ 1� 1 � /'.r� =�.r t; j•I I it !� t• J _ .. _� - _ J ; ,y : i L? i\ ' ------ ___.__.._ _ \ '- s —' r: % i ^ ( '`, '"'"'""=— —=-.'�->✓-•1J ,. ',t � `�S i i`ills-- , 4 a t - -- yg s ,-• • lam -� 4 a'► . ,-sic I • t- KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.11D 5-YEAR 24-IIOUR ISOPLUVIALS 1.9 20 / ~ µ 1 �,, :. �• � ".'3r:i' - � Ali 22 /`� �� /.. KlrklmW . 6u 2. I - F, T.LE �. _ LL V ' F. ry ' L 1 , , 1 1 r 99 f i j r • F NO x- '4" - 5-YEAR 24-HOUR PRECIPITATION 3.4 ISOPLUVIALS OF 5-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES �r, _ ?V O 1 2 3 4 5 6 7 6 Mlles �• •• 1: 300,000 3.5.1-9 9 r �;� ' 1/9n KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E 10-YEAR 24-1HOUR ISOPLUVIALS 23 24 26 I 0 a , me =_ Nor 33 I �-- � • . .> l`:.'.•.��_ i o'er' �.�� I _ (� ,r �tr• .:146 : tr- 9 10-YEAR 24-HOUR PRECIPITATION , 3.4-' ISOPLUVIALS OF 10-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 3Q 0 1 2 3 4 5 6 7 8 Mlles �(L.✓ A 1 =- �` 3.s.I I 40 • FAIR Mm ism a.erCOME ir MIA qf �. r , 4 IIa. CORE REQUIREMENTS CORE REQUIREMENT#1: DISCHARGE AT NATURAL LOCATION The allowable outflow from the site will be discharged to its natural location. The lowest elevation for the easterly basin is approximately 373.00;and the lowest elevation for the westerly basin is approximately 366. Refer to topography map prepared for the site. CORE REQUIREMENTS#2: OFF-SITE ANALYSIS Refer to off-site analysis on subsequent pages. CORE REQUIREMENTS#3: RUNOFF CONTROL Preliminary calculations are provided on subsequent pages addressing peak runoff. The sizing for peak rate runoff control facility and its routing calculations are included. Water quality control will be provided most likely in a form of wet-vaults. CORE REQUIREMENTS#4: CONVEYANCE SYSTEM The conveyance system will be designed using the rational method as presented in the King County 1990 SWM Manual. CORE REQUIREMENTS#5: EROSION/SEDIMENTATION CONTROL PLAN The Erosion/Sedimentation control facilities will consist of filter fabric fences to be placed along the northeast and northwest boundary of the site. Wet vaults will be considered for water quality control for this plat. Core Requirement#6. -Maintenance and operation Maintenance involves having on-site catch basins cleared from sediments when necessary. Core Requirement#7. -Bonds and liability i 5 11b SPECIAL REQUIREMENTS—THOSE APLLICABLE TO THIS PROJECT 1. Critical Drainage Area-The drainage basin is not part of any critical drainage area. 2. Compliance with existing Master Drainage Plan—N/A 3. Conditions Requiring Master Drainage Plan—N/A 4. Adopted Basin or Community Plans—N/A,However,the site is located in the May Creek Basin. Refer to attached Figures. 5. Special Water Quality Controls-The proposal will create 0.58 acres of new road. The special water quality controls will be in the form of wet-vaults. See section IV-a of this report. 6. Coalescing Plate Oil-Water Separators—N/A 7. Closed Depression—N/A 8. Use of Lakes,Wetlands, or Depressions for Detention—N/A 9. Delineation of 100-year Flood Plain—N/A 10. Flood Protection for Type 1 and 2 Steam—N/A 11. Geotechnical Analysis and Report—Geotechnical study is being prepared in conjunction with this application. 12. Soil Analysis and Report—Geotechnical report has been prepared for this site and addresses the soil classifications and stability. 13. A Wetland Mitigation Report—N/A. 6 III OFF-SITE ANALYSIS 1. UPSTREAM The site is the situated within a small drainage basin. The entire basin area is calculated at approximately 5.7 acres. This includes off-site area of 1.9 acres and 3.8 acres of site area. The off-site runoff will be intercepted by adequate conveyance system and will be by-pass the site drainage. The storm detention facilities will be designed to account for off-site runoff to by-pass the site. 2. DOWNSTREAM Surface runoff from the site and tributary area is directed to the northwest of the site. The westerly basin is directed to open ditches along the easterly side of Union Avenue NE. That portion of the easterly basin in directed to a swale which conveys the surface water to north and west. The runoff from the two basins join again at approximately the intersection of 132"d Avenue SE(Union Avenue NE)and SE 95d'Way(Also known as Boss Blvd). The runoff from this point directed toward the existing 18-inch culvert under SE 95 h Way. Thence it discharged into a defined drainage swale north of SE 95"'Way and directs the flow into Coal Creek approximately300 to 350 feet. No downstream erosion has been noted. 7 IV-a. STORM WATER DETENTION DESIGN DESIGN SUMMARY We restricted the runoff peak flows to the existing 100, 10,&5 year peak flows and to '/2 of the existing 2- year peak flow for respective storms in developed conditions. We used the SB-Unit Hydrograph method with the KC Hyd program for 24 hour storms. The isopluvials are found in section I. Due to limited space available for detention facilities,we found underground detention vaults the best available option. The site is steep, and thus it was too costly to propose one big detention vault for it would have 40 feet of cover over one end. Therefore we divided the site up into two sub basins that we refer to as "West"and"East",named as located. The designed detention depth is 5 feet in both cases. Listing inside dimensions: the West vault will measure 35 feet by 18 feet, and the East vault will be 88 feet by 25 feet. Furthermore,the East vault has been "stepped"in two 44 feet long sections, each with a restrictor riser. The East vault was first sized as one vault and increased 30%at the 5 ft. design depth. Then we reason that the cumulative detention volume of two vaults should cause the same attenuation as that same detention volume of one vault behind the same orifice restrictor. While this reasoning is not exact we found,by routing the design storms,that the two 44 ft. sections in series have the same peak outflows as a single 88 ft. vault,within 0.02 cfs. This is within the estimated margin of error. We did the routing calculation for the first 44 ft. vault having a 5 ft. riser with a 1.52"bottom orifice;followed by the second 44 ft. vault having a 5 ft. riser with a 1.52"bottom orifice and a second 5.72"orifice at a stage of 3.9. The 2-orifice riser design with the 88 ft. single-vault-design by"HYD"is the same. Refer to the plans for the controlling riser and vault details. Pages This Section: DESIGN SUMMARY p.IV-1 AREAS,PEAK FLOWS&VAULT DIMENSIONS p.IV-2 BASIN MAP p.IV-3 HYD PRINT-OUTS: WEST VAULT DESIGN INPUT p.IV4 WEST VAULT DESIGN RESULTS p.IV-5 EAST VAULT DESIGN INPUT p.IV-6 EAST VAULT DESIGN RESULTS AS 1 VAULT p.IV-7 STAGE DISCHARGE FOR UPPER HALF OF EAST VAULT p.IV-8 ROUTE 100 YR STORM THROUGH UPPER HALF(="VALTI")OF EAST VAULT p.IV-9 ROUTE 100 YR"VALTI"OUTFLOW THROUGH LOWER HALF(="VALT2') p.IV-10 ROUTE 10 YR STORM THROUGH"VALTI" p.IV-11 ROUTE 10 YR"VALTI"OUTFLOW THROUGH"VALT2" p.IV-12 ROUTE 5 YR STORM THROUGH"VALTI" p.IV-13 ROUTE 5 YR"VALTI"OUTFLOW THROUGH"VALT2" p.IV-14 ROUTE 2 YR STORM THROUGH"VALTI" p.IV-15 ROUTE 2 YR"VALTI"OUTFLOW THROUGH"VALT2" p.IV-16 100 YR STORM,WEST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-17 100 YR STORM,EAST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-18 10 YR STORM,WEST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-19 10 YR STORM,EAST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-20 5 YR STORM,WEST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-21 5 YR STORM,EAST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-22 2 YR STORM,WEST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-23 2 YR STORM,EAST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-24 Job#773001001 - LONG's Plat. Return Period 2 yr 5 yr 10 yr 100 yr 24 HR Precip. (inch) 2.05 2.65 2.95 3.95 WEST SUB-BASIN EAST SUB-BASIN Areas CN# Existing Developed Areas CN# lExisting Developed acres acres acres acres impervious 98 0.48 impervious 98 1.37 forest 81 1.09 forest 81 2.84 lawns 86 0.50 lawns 86 1.58 Totals 1.09 0.98 Totals 2.84 j 2.95 WEST SUB-BASIN EAST SUB-BASIN Areas in Developed Conditions Areas in Developed Conditions Impervious acres Impervious acres on-site road 0.16 on-site road 0.40 roofs& driveways 0.23 roofs &driveways 0.97 off-site road 0.09 off-site road 0.00 Total Imp. 0.48 Total Imp. 1.37 Pervious Pervious on-site lawns 0.47 on-site lawns 1.58 off-site lawns 0.03 off-site lawns 0.00 Total Perv. 0.50 Total Perv. 1.58 WEST SUB-BASIN: PEAK FLOWS, cfs INSIDE DIMENSIONS INFLOW OUTFLOW WEST VAULT: 35 ft. length EVENT EXIST. DEVPD. TARGET 130%VOL. 18 ft. width 2 YR 0.1 0.31 0.05 0.05 9 ft. depth 5YR 0.2 0.44 0.2 0.11 10 YR 0.26 0.51 0.26 0.14 100 YR 0.46 0.74 0.46 0.38 EAST SUB-BASIN: PEAK FLOWS, cfs EAST- "VALT1": 44 ft. length INFLOW OUTFLOW 25 ft. width EVENT EXIST. DEVPD. TARGET 130%VOL. 5.5 ft. depth 2 YR 0.23 0.84 0.12 0.12 5 YR 0.46 1.19 0.46 0.28 "VALT2": 44 ft. length 10 YR 0.59 1.38 0.59 0.37 25 ft. width 100 YR 1.07 2.01 1.07 0.87 9 ft. depth S.93 acres total area I /� 17 LOTS x 2500 SF IMP./LOT = 42500 SF IMPERVIOUS = 0.97 ACRES r 1 .09 acre Sub—basin � I Y � S 0.40 acres I 0.16 acres Q i ; 4LOTS x 2500 SF IMP./LOT — = 10000 SF IMPERVIOUS 2.84 acre Sub—basin = 0.23 ACRES I I I I I I SITE BASIN MAP 5 ' 40 2 . 91 2604 . 6 . 0 5 .50 3 . 21 2652 . 8 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE , S - STOP R SUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: VAULT 2) STORAGE DEPTH(ft) : 5 . 00 3 ) VERTICAL PERMEABILITY(min/in) : . 00 4) PRIMARY DESIGN HYDROGRAPH FILENAME : 773WXXDV.HYD 5 ) PRIMARY RELEASE RATE(cfs) : . 46 6) NUMBER OF TEST HYDROGRAPHS : 3 TEST HYD 1 FILENAME : 773W10DV.HYD TARGET RELEASE(cfs ) : . 26 TEST HYD 2 FILENAME : 7731W5DV.HYD TARGET RELEASE(cfs ) : . 20 TEST HYD 3 FILENAME : 7731W2DV.HYD TARGET RELEASE(cfs ) : . 05 7 ) NUMBER-OF-ORIFICES, RISER-HEAD(ft) , RISER-DIAM( in) : 2 , 5 . 00 , 12 8) ITERATION DISPLAY: NO ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 3609 CU-FT BOTTOM ORIFICE : ENTER Q-MAX(cfs) 0 . 06 DIA. = . 99 INCHES TOP ORIFICE : ENTER HEIGHT( ft) 3 . 7 DIA. = 3 . 60 INCHES PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD : . 74 . 46 . 46 5 . 00 2409 TEST HYD 1 : . 51 . 26 . 25 4 . 02 1930 TEST HYD 2 : . 44 . 20 . 16 3 . 87 1860 TEST HYD 3 : . 31 . 05 . 05 3 . 70 1780 SPECIFY: D - DOCUMENT, R - REVISE , A - ADJUST ORIF, E - ENLARGE , S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ENTER: STORAGE-INCREASE() , STAGE-HEIGHT( ft ) 30 , 5 PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 74 . 46 . 38 4. 54 2845 TEST HYD 1 : . 51 . 26 . 14 3 . 84 2400 TEST HYD 2 - . 44 _ 20 _ 11 3 . 79 2370 TEST. HYD 3 : . 31 . 05 . 05 3 . 13 1960 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD : . 74 . 46 . 38 4 . 54 2845 TEST HYD 1 : . 51 . 26 . 14 3 . 84 2400 TEST HYD 2 : . 44 . 20 . 11 3 . 79 2370 TEST HYD 3 : . 31 . 05 . 05 3 . 13 1960 STRUCTURE DATA: R/D-VAULT RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME 5 . 00 FT 627 . 0 SQ-FT 5 . 00 FT 3135 CU-FT DOUBLE ORIFICE RESTRICTOR: DIA( INCHES) HT(FEET) Q-MAX(CFS) BOTTOM ORIFICE : . 99 . 00 . 060 TOP ORIFICE : 3 . 60 3 . 70 . 400 ROUTING DATA: STAGE(FT) DISCHARGE(CFS ) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 02 313 . 5 . 0 1 . 00 . 03 627 . 0 . 0 1 . 50 . 03 940 . 5 . 0 2 . 00 . 04 1254. 1 . 0 2 . 50 . 04 1567 . 6 . 0 3 . 00 . 05 1881 . 1 . 0 3 . 50 . 05 2194 . 6 . 0 3 . 70 . 05 2320 . 0 . 0 4. 00 . 25 2508 . 1 . 0 4 . 50 . 37 2821 . 6 . 0 5 . 00 . 46 3135 . 2 . 0 5 . 10 . 78 3197 . 9 . 0 5 . 20 1 . 36 3260 . 6 . 0 5 . 30 2 . 11 3323 . 3 . 0 5 . 40 2 . 91 3386 . 0 . 0 5 . 50 3 . 21 3448 . 7 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE , S - STOP F ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF ROUTING DATA: 773WVALT.DAT SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP S KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE , S - STOP R SUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: VAULT 2) STORAGE DEPTH(ft ) : 5 . 00 3 ) VERTICAL PERMEABILITY(min/in) : . 00 4) PRIMARY DESIGN HYDROGRAPH FILENAME : 773EXXDV.HYD 5 ) PRIMARY RELEASE RATE(cfs ) : 1 . 07 6) NUMBER OF TEST HYDROGRAPHS : 3 TEST HYD 1 FILENAME : 773E10DV.HYD TARGET RELEASE(cfs ) : . 59 TEST HYD 2 FILENAME : 7731E5DV.HYD TARGET RELEASE(cfs) : . 46 TEST HYD 3 FILENAME : 7731E2DV.HYD TARGET RELEASE(cfs ) : . 12 7 ) NUMBER-OF-ORIFICES, RISER-HEAD( ft) , RISER-DIAM( in) : 2 , 5 . 00, 12 8) ITERATION DISPLAY: NO ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 10806 CU-FT BOTTOM ORIFICE : ENTER Q-MAX(cfs ) 0 . 14 DIA. = 1 . 52 INCHES TOP ORIFICE : ENTER HEIGHT( ft ) 3 . 9 DIA. = 5 . 72 INCHES PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 2 . 01 1. 07 1 . 07 5 . 00 8407 TEST HYD 1 : 1 . 38 . 59 . 49 4 . 10 6900 TEST HYD 2 : 1 . 19 . 46 . 34 3 . 98 6690 TEST HYD 3 : . 84 . 12 . 12 3 . 90 6560 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ENTER: STORAGE-INCREASE() , STAGE-HEIGHT(ft) 30 , 5 PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 2 . 01 1 . 07 . 83 4. 51 9871 TEST HYD 1 : 1 . 38 . 59 . 38 3 . 99 8730 TEST HYD 2 : 1 . 19 . 46 . 29 3 . 96 8660 TEST HYD 3 : . 84 . 12 . 11 3 . 33 7290 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD : 2 . 01 1 . 07 . 83 4 . 51 9871 TEST HYD 1 : 1 . 38 . 59 . 38 3 . 99 8730 TEST HYD 2 : 1 . 19 . 46 . 29 3 . 96 8660 TEST HYD 3 : . 84 . 12 . 11 3 . 33 7290 STRUCTURE DATA: R/D-VAULT RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME 5 . 00 FT 2187 . 8 SQ-FT 5 . 00 FT 10939 CU-FT DOUBLE ORIFICE RESTRICTOR: DIA( INCHES) HT(FEET) Q-MAX(CFS) BOTTOM ORIFICE : 1 . 52 . 00 . 140 TOP ORIFICE : 5 . 72 3 . 90 . 930 ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 1093 . 9 . 0 1 . 00 . 06 2187 . 8 . 0 1 . 50 . 08 3281 . 7 . 0 2 . 00 . 09 4375 . 6 . 0 2 . 50 . 10 5469 . 5 . 0 3 . 00 . 11 6563 . 4 .0 3 . 50 . 12 7657 . 3 . 0 3 . 90 . 12 8532 . 4 . 0 4 . 00 .41 8751 . 2 . 0 4 . 50 . 82 9845 . 1 .0 5 . 00 1 . 07 10939 . 0 . 0 5 . 10 1 . 42 11157 . 8 . 0 5 . 20 2 . 02 11376 . 6 . 0 5 . 30 2 . 79 11595 . 4 . 0 5 . 40 3 . 62 11814 . 1 . 0 5 . 50 3 . 94 12032 . 9 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP F ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF ROUTING DATA: 773EVALT.DAT SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP S Sheet1 EAST VAULT- UPPER HALF = "VALT1" : STAGE-DISCHARGE TABLE ORIFICE 1.52 INCH TOTAL RISER WEIR 6.283185 =L, P= 5 C H Q CFS H h C Q 0.62 0 0 0.00 A 0.5 0.044 0.04 5.1 0.1 3.278 0.649 0.012601 1 0.063 0.061 5.2 0.2 3.286 1.835 -+--- 1.5 0.077 0.081 ORIFICE 12INCH 2 0.089 0.09 i C H h Q 2.5 0.099 0.10 0.62 5 0 0.000 3 0.109 0.11 A 5.1 0.1 1.236 3.5 0.117 0.12 0.785398 5.2 0.2 1.748 3.9 0.124 0.12 5.3 0.3 2.140 4 0.125 0.13 5.4 0.4 2.471 4.5 j 0.133 0.13 5.5 0.5 2.763 5 0.140 0.14 5.1 0.142 0.79 5.2 0.143 1.89 5.3 0.144 2.28 5.4 0.146 i 2.62 5.5 0.1471 2.91 Page 1 773VALT1 .DAT DISPLAY ROUTING DATA (Y or N)? Y' ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 . 0 . 0 1 . 00 . 06 1093 . 9 . 0 1 . 50 . 08 1640 . 9 . 0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734. 8 . 0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828 . 7 . 0 3 . 90 . 12 4266. 2 . 0 4. 00 . 13 4375 . 6 . 0 4. 50 . 13 4922 . 6 . 0 5 . 00 . 14 5469 . 5 . 0 5 . 10 . 79 5578. 9 . 0 5 . 20 1 . 89 5688 . 3 . 0 5 . 30 2 . 28 5797 . 7 . 0 5 . 40 2 . 62 5907 . 1 . 0 5 . 50 2 . 91 6016. 5 . 0 AVERAGE PERM-RATE: . 0 MINUTES/INCH ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 773EXXDV.HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 2 . 01 1 . 91 32670 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 7 . 83 5 . 21 PEAK STORAGE : 5690 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773XX01 .HYD FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 773VALT2 .DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 . 0 . 0 1 . 00 . 06 1093 . 9 . 0 1 . 50 . 08 1640 . 9 . 0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734 . 8 . 0 3 :'00 . 11 3281 . 7 . 0 3 . 50 . 12 3828 . 7 , 0 3 . 90 . 12 4266 . 2 . 0 4 . 00 . 41 4375 . 6 , 0 4 . 50 . 82 4922 . 6 , 0 5 . 00 1 . 07 5469 . 5 . 0 5 . 10 1 . 42 5578. 9 , 0 5 . 20 2 . 02 5688 . 3 . 0 5 . 30 2 . 79 5797 . 7 . 0 5 . 40 3 . 62 5907 . 1 , 0 5 . 50 3 . 94 6016 . 5 . 0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 773XX01 .HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1 . 91 . 87 32593 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 8. 67 4 . 61 PEAK STORAGE : 5030 CU-FT ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773EXX02 .HYD FILE ALREADY EXIST; OVERWRITE (Y or N) ? N ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773XX02 .HYD FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ . ext] OF ROUTING DATA 773VALTI .DAT DISPLAY ROUTING DATA (Y or N)? N ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 773ElODV.HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1 . 38 . 88 22627 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 8. 33 5 . 11 PEAK STORAGE : 5580 CU-FT ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 77310O1 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA 773VALT2 .DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 . 0 . 0 1 . 00 . 06 1093 . 9 . 0 1 . 50 . 08 1640 . 9 . 0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734. 8 . 0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828 . 7 . 0 3 . 90 . 12 4266 . 2 . 0 4 . 00 . 41 4375 . 6 . 0 4 . 50 . 82 4922 . 6 . 0 5 . 00 1 . 07 5469 . 5 . 0 5 . 10 1 . 42 5578. 9 . 0 5 . 20 2 . 02 5688. 3 . 0 5 . 30 2 . 79 5797 . 7 . 0 5 . 40 3 . 62 5907 . 1 _ 0 5 . 50 3 . 94 6016 . 5 . 0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 7731001 .HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 88 . 37 22571 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 10 . 67 3 . 99 PEAK STORAGE : 4360 CU-FT ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731002 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N L R`ESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ . ext] OF ROUTING DATA 773VALTI .DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 . 0 . 0 1 . 00 . 06 1093 . 9 . 0 1 . 50 . 08 1640 . 9 . 0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734. 8 . 0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828. 7 . 0 3 . 90 . 12 4266 . 2 , 0 4 . 00 . 13 4375 . 6 , 0 4. 50 . 13 4922 . 6 , 0 5 . 00 . 14 5469 . 5 . 0 5 . 10 . 79 5578 . 9 . 0 5 . 20 1 . 89 5688 . 3 . 0 5 . 30 2 . 28 5797 . 7 . 0 5 . 40 2 . 62 5907 . 1 , 0 5 . 50 2 . 91 6016. 5 . 0 AVERAGE PERM-RATE: . 0 MINUTES/INCH ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 773EB5DV.HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1 . 19 . 62 19771 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 8 . 67 5 . 07 PEAK STORAGE : 5550 CU-FT ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7735O1 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: ^C 4 RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ . ext] OF ROUTING DATA 773VALT2.DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 . 0 . 0 1. 00 . 06 1093 . 9 . 0 1 . 50 . 08 1640 . 9 . 0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734 . 8 . 0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828. 7 . 0 3 . 90 . 12 4266 . 2 . 0 4 . 00 . 41 4375 . 6 . 0 4 . 50 . 82 4922 . 6 . 0 5 . 00 1 . 07 5469 . 5 . 0 5 . 10 1 . 42 5578. 9 . 0 5 . 20 2 . 02 5688 . 3 . 0 5 . 30 2 . 79 5797 . 7 . 0 5 . 40 3 . 62 5907 . 1 . 0 5 . 50 3 . 94 6016 . 5 . 0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 7735O1 .HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 62 . 28 19727 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 12 . 67 3 . 96 PEAK STORAGE : 4320 CU-FT ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7735O2 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N 4. RtSERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [Path]filename[ . ext] OF ROUTING DATA 773VALTI .DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 . 0 . 0 1 . 00 . 06 1093 . 9 .0 1 . 50 . 08 1640 . 9 . 0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734. 8 . 0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828 . 7 . 0 3 . 90 . 12 4266 . 2 . 0 4 . 00 . 13 4375 . 6 . 0 4 . 50 . 13 4922 . 6 . 0 5 . 00 . 14 5469 . 5 . 0 5 . 10 . 79 5578 . 9 . 0 5 . 20 1 . 89 5688. 3 .0 5 . 30 2 . 28 5797 . 7 . 0 5 .40 2 . 62 5907 . 1 . 0 5 . 50 2 . 91 6016 . 5 . 0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [Path]filename[ . ext] OF COMPUTED HYDROGRAPH: 773EE2DV.HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) • 84 . 18 14076 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 13 . 50 5 . 01 PEAK STORAGE : 5470 CU-FT ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773201 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N , k RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ . ext] OF ROUTING DATA 773VALT2 .DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 . 0 . 0 1 . 00 . 06 1093 . 9 . 0 1 . 50 . 08 1640 . 9 . 0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734 . 8 . 0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828 . 7 . 0 3 . 90 . 12 4266. 2 . 0 4. 00 . 41 4375 . 6 . 0 4. 50 . 82 4922 . 6 . 0 5 . 00 1 . 07 5469 . 5 . 0 5 . 10 1 . 42 5578. 9 . 0 5 . 20 2 . 02 5688 . 3 . 0 5 . 30 2 . 79 5797 . 7 . 0 5 . 40 3 . 62 5907 . 1 . 0 5 . 50 3 . 94 6016 . 5 . 0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [path]filename[ . ext] OF COMPUTED HYDROGRAPH: 7732O1 .HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 18 . 12 14070 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 27 . 67 3 . 30 N STORM OPTIONS : 1 '- S.C . S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S .C . S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 100 , 24,3 . 95 ---------------------------------------------------------------------- ******************** S .C. S. TYPE-1A DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 95" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 09 ,81 , 0 ,98, 18. 3 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 1 1 . 1 81 . 0 . 0 98 . 0 18. 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 46 7 . 83 8196 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773WXXEX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 0 , 50 ,86, 0 . 48,98, 12 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 0 . 5 86 . 0 . 5 98 . 0 12 . 0 PEAK-Q(CFS) T-PEAK(HRS ) VOL(CU-FT) . 74 7 . 83 11001 ENTER [d: ] [Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773WXXDV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S,C. S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 100 , 24, 3 . 95 ---------------------------------------------------------------------- ******************** S.C . S . TYPE-1A DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 95" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 2 . 84,81 , 0 , 98 , 25 . 1 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2 . 8 2 . 8 81 . 0 . 0 98 . 0 25 . 1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 . 07 7 . 83 21336 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773EXXEX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 1 . 58,86, 1 . 37 ,98, 17 . 4 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES ) A CN A CN 3 . 0 1 . 6 86. 0 1 . 4 98 . 0 17 . 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2 . 01 7 . 83 32735 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773EXXDV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N STORM OPTIONS : 1 - S .C . S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S .C . S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 10 , 24, 2 . 95 ---------------------------------------------------------------------- ******************** S .C. S. TYPE-IA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2 . 95" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1. 09 ,81 ,0 , 98 , 18 . 3 DATA PRINT-OUT : AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 1 1 . 1 81 . 0 . 0 98. 0 18. 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 26 7 . 83 5033 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773W10EX.HYD SPECIFY: C - CONTINUE , N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 0 . 50 ,86, 0 . 48,98 , 12 DATA PRINT-OUT: AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 0 . 5 86. 0 . 5 98 . 0 12 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 51 7 . 83 7668 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773W10DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 3 2 .84,81 . ,0,98, 25 . 1 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2 . 8 2 . 8 81 . 0 . 0 98 . 0 25 . 1 PEAK-Q(CFS ) T-PEAK(HRS) VOL(CU-FT) . 59 7 . 83 13076 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773E10EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 4 1. 58, 86, 1 . 37 ,88, 17 . 4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3 . 0 1 . 6 86 . 0 1 . 4 98 . 0 17 . 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 . 38 7 . 83 22747 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773E10DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP NP. 8,�,81 ,0,98 , 25 . 1 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2 . 8 2 . 8 81. 0 . 0 98. 0 25 . 1 PEAK-Q(CFS ) T-PEAK(HRS) VOL(CU-FT) . 46 7 . 83 10792 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E5EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 4 1 . 58,86, 1337 ,98 , 17 . 4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3 . 0 1 . 6 86 . 0 1 . 4 98. 0 17 . 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 . 19 7 . 83 19820 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E5DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N r STQRM OPTIONS : 1 - S.C . S . TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S .C . S . TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 5 , 24, 2 . 65 ---------------------------------------------------------------------- ******************** S .C . S. TYPE-1A DISTRIBUTION ******************** ********* 5-YEAR 24-HOUR STORM **** 2 . 65" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 09 ,81 , 0 ,98 , 18 . 3 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 1 1 . 1 81 . 0 . 0 98 . 0 18. 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 20 7 . 83 4147 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W5EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 0 . 50 ,86, 0 . 48,98, 12 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 0 . 5 86. 0 . 5 98.0 12 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .44 7 . 83 6690 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W5EX.HYD FILE ALREADY EXIST; OVERWRITE (Y or N) ? H > ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 3 2 . 84, 81, 0 ,98, 25 . 1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2 . 8 2 . 8 81 . 0 . 0 98 . 0 25 . 1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 23 7 . 83 6534 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E2EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 4 1 . 58, 86, 1337 ,98 , 17 . 4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3 . 0 1 . 6 86. 0 1. 4 98. 0 17 . 4 PEAK-Q(CFS ) T-PEAK(HRS) VOL(CU-FT) . 84 7 . 83 14117 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E2DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S .C . S . TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 2 ,24 , 2 . 05 ---------------------------------------------------------------------- ******************** S .C. S . TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 05" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 09 ,81 , 0 ,98, 18 . 3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 1 1. 1 81 . 0 . 0 98 . 0 18 . 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 10 7 . 83 2511 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W2EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 0 . 50 , 86 , 0 . 48 ,98, 12 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 0 . 5 86 . 0 . 5 98 . 0 12 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 31 7 . 83 4782 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W2DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 8 IV-b. WETVAULT DESIGN MINIMUM VOLUMES AND SURFACE AREAS PER 1995 KCSWDM; WEST SUB BASIN : 1 YEAR STORM=957 cf, AND 1%OF 0.48ac.=209 sf. Thus CELL1 =21 sf., 84 cf CELL2=CELL3 =94 sf.,437 cf. EAST SUB BASIN : 1 YEAR STORM=2763 cf, AND 1%OF 1.37 ac.=597 sf. Thus CELL1 =60 sf.,240 cf. CELL2=CELL3 =269 sf., 1262 cf. WETVAULT DESIGN BASED ON DETENTION VAULT DIMENSIONS; WEST SUB BASIN : Width= 18 ft. Length=35 ft. SO A=630 sf. OK. CELL 1 =63 sf. = 18' x 4' CELL2=CELL3 = 18' x 15' VOLUME= 18' x 34' x 3' = 1836 cf. OK. EAST SUB BASIN : Width= 18 ft. Length=35 ft. SO A=630 sf. OK. CELL 1 =63 sf. = 18' x 4' CELL2=CELL3 = 18' x 15' VOLUME= 18' x 34' x 3'= 1836 cf. OK. See 1-Year Storm Hydrograph data for East and West on next page. PF,A{ STORAGE : 3610 CU-FT ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7732O2 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE 1 S .C . S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 1 , 24 ,0 . 68 ---------------------------------------------------------------------- ******************** S.C . S . TYPE-1A DISTRIBUTION ******************** ********* 1-YEAR 24-HOUR STORM **** . 68" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0 . 50 ,86,0 . 48,98, 12 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 0 . 5 86 . 0 . 5 98 . 0 12 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 06 7 . 83 957 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773W1DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 1 . 58,86, 1. 37 , 98, 17 .4 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3 . 0 1. 6 86 . 0 1 .4 98 . 0 17 . 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 15 7 . 83 2763 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773E1DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP fl 10 fi J 9 V. CONVEYANCE SYSTEM ANALYSIS Applying the manning equation to full flow in pipes,table below shows the minimum slopes for a 12" diameter CPEP, smooth wall pipe to convey at least the 100 yr. developed peak flow of 2.01 cfs. All of the 12"CPEP have a greater slope, sothat they convey over 2.01 cfs. DRAIN PIPE CAPACITY I Q = 1.49/n *A*RA(2/3) *S^(1/2) FULL FLOW, SO THAT R=A/P = D/4 -------- - - Showing minimum slopes for 12"pipes _ n S D (ft) R_ V(fps) A(sf) Q (cfs) 0.012 0.003 _ 1 0.25 2.70 0.79 2.12 smooth wall CPEP _ 0.024 0.012 1 0.25 2.70 0.79 2.12 single wall Showing minimum slopes for 6"roof drain pipes _ 0.01 0.02 0.50 0.13 5.27 0.20 1.03 PVC 0.01 0.01 0.50 0.13 3.73 0.20 0.73 PVC _ 0.01 0.005 0.50 0.13 2.63 0.20 0.52 PVC 0.011 0.00251 0.50 0.13 1.86 0.201 0.371 PVC s 10 Vl. SPECIAL REPORTS and STUDIES: "Geotechnical Engineering Study",MAY 27 1999,by TERRA ASSOCIATES, INC. VII. BASIN and COMMUNITY PLANNING AREAS V1II. OTHER PERMITS IX. EROSION/SEDIMENTATION CONTROL See Section II,core requirement 5. X. BOND QUANTITIES WORKSHEET XI. MAINTENANCE and OPERATIONS MANUAL