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HomeMy WebLinkAboutSWP271836 HYDROLOGY REPORT AND CALCULATIONS BRANDAL WOOD Renton, Washington GROUP FOUR Job No. 89-8002 Prepared For: Ralph Warford P. O. Box 189 Medina,WA 98039 Prepared By: Group Four, Inc. 19502 56th Ave.W. Lynnwood,WA. 98036 (206) 775-4581 �4�•a+��� a '3a ,t r';ST'EncO%%4 0 R ,4a O">w�6av May 25, 1989C7 AUG 4 1989 SURVEYING ENGINEERING PLANNING MANAGEMENT _ 1 Brandal Wood 5/25/89 Pg. 1/2 GENERAL SITE DESCRIPTION The site is located Northwest of the intersection of 138th Avenue S .E. and 104th Street in Renton, and is comprised of 5 . 49 acres. The site is currently undeveloped with the exception of 2 single family residences located along the East property line and several existing barns. The site slopes generally West to East at approximately 1. 2 percent grade. The site is vegetated with a mixture of deciduous and coniferous trees with moderate ground coverage in the Western portion of the property, and lawns in the Eastern portion. EXISTING DRAINAGE Runoff is currently overland to the East before entering the roadside ditch along 138th Avenue S.E. Some upstream flows from developed property enters the site over the North property line which will be accounted for in the drainage design (see Sub-Basin Map) . There are no drainage structures currently on the site. PROPOSED DRAINAGE The proposed conveyance system will be sized for a 25-year design storm using the rational method. Runoff from developed areas will be conveyed to the detention pipe located in the Eastern portion of the site. The detention system will be sized for a 5-year design storm for release and a 25-year storm for storage. DOWNSTREAM ANALYSIS Discharge from the detention system will be conveyed southeasterly for approximately 30 feet in 12-inch concrete pipe before intersecting with Duvall Avenue N.E. At this point, flow is conveyed South under the road for approximately 126 feet in 12-inch concrete pipe before entering an existing - storm system. Flow will continue South under Duvall Avenue in this existing system for roughly 60 feet in 12-inch concrete pipe before crossing the roadway. Flow will continue South under Duvall Avenue, on the road' s Eastern side, for roughly 206 feet in 12-inch concrete pipe Brandal Wood 5/25/89 Pg. 2/2 before entering an 18-inch concrete pipe storm system. This 18-inch storm system will continue conveying flow South down Duvall Avenue for approximately 617 feet before entering a 24-inch concrete pipe. This 24-inch pipe will convey flow South for approximately 260 feet before intersecting with Sunset Blvd. S .E. (see attached May Creek Highlands Report) . Analysis of the downstream system reveals some catchbasin structures experiencing a hydraulic jump above the existing rim elevation during a 25-year storm event (see Headwater Calcs. ) . It is anticipated that any flow occurring on the surface as a result of the hydraulic jump will enter the open grate downstream at CB 27 and CB 28 (see Downstream Basin Map) . m00 l.IONTER vQE40Ni PL s` - -1 AV HE. ^' APRI AV•N EtO�$ BRONSON 09 UNS - m �.tONTEREY ':._:..._ m y ABERDEEN AV NE ABERCi9H AV NE w n2TH AV SE_ RE PL NE- /yF ♦.t. may ERDEEN fDAVN z euiNE BLAINE AV HE x Z BLAINE p AV Z o F m AVHE NE•.ns = % S z y a IN nv NE b y =a C AS m HE F p BRONsoN - CAMAS AV NE .: CAMAS. AV b o yr yy. '! �„ v ti -� _ DAYTON m m -a AV NEN P y-r A x DAYTON AV N DAYTON y S,3._•_-o a� .SD" EDMONEr D v A 'NE =5 E' .� r, -t � EDMONDx= = AV °L HE _ _•_ xt tt6TH: ..7 NE. 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C5 1 B ----- — — — _ u;� I I I t , 1 �TION 'P I D A T A Ja� rc Q �v t / O o � or O e4U U _ U� �� mow= \� k�. 1 Jw `c ((( t U O •� k U •� ¢ Y ~� p 2 s � ~ Q 2 O. kt �� c �w 0) p 4 4 �r k . 2� D / ZO /L _ i I LQ tf2 2- .06 _ _'f!i„ 's H E T F7 ' 'Q803! • 6 77 S A4�62UI/�" I .C' /I� JOB N oC�C-X/�i O F r f -7 LC ( P D A r A n a o c a o. bt p v C� p ` /. Q r d O Q �r `� w g �u? �� O k� Q �. � r_• o�pT IO 7�1 1 `t 7 l G _ . lA fD ' Q62rl cc 34, ✓u z . D Z 70 6230D l l0 z z — 7 % / / L F Z I = / 9 IL2 /_ 2.-; - s — Ex — . z0 _ 3,.z O z0 �rs� - - GWV QJ�Jt sl i„ ' B. L� SHEET I v7o? 4 i ck.masi.r Sy sst .90d 775-457I /� /� ! n /1 I /�' �� � I . r lJl— lO AL-- L4 )cOO .i: J O © N o 0 F TL-) F�l Z7/k- kL-- /A)v LL -4L V-,=c, 7�T Z711 z-tlzl, tk)AT(D� JIL� �,.F-�::L. Lis OL V/A LL- AML, .4k All 7�7 Civil' >t Cl 1A) C 1'2-, 4A C-2 '212 Z-z 7 7';-,,� Z7 Z-112, oz-/ 771- f2 z-11 L-114, 7,-- ,E7- L-All, yj1JD STORM DRAIN STORAGE REQUIREMEKTS y A = y yy acres Area of Basin A? j Existing coefficient of imperviousness of Ce - y .' Basin ground JcUy C� _ _ Developed coefficient of imperviousness of Cd y �� J Basin as planned L _ yyy feet Length (maximum) of overland travel S % Slope (average) from Basin high point to low /' / point (on watercourse) ft/sec. Runoff rate Vr T y -J minutes Time of concentration from formula : c -- 10 + (L _ Vr (60):) = Tc I = y y y in/hr. Rainfall intensity from rainfall curve yd (10-year storm) Q = y y =y cfs Existing outflow from site using equation: e Ce jo IA. Qe ~� cfs Maximum outflow, permi.tted per acre Qo ""- imperviousness from formula : Qo = Qe = AC T = minutes . Storage time (to capacity) from formula : =' T V y cf/A/C � Required volume of storage per acre in Basin sz� �, �' I d from equation: V s _ 7 r V = L,% //G G�ubic feet Required volume of storage for this Basin from t �� C� equation : Vt = VSACd i y 2 A�.)w l y)+(0,374 1 yi'D, 7 Vr C�i 7!ET N l^ d Ul -ten N �_ II IC . � JI � _ � Z' •0 l' h f� � rl i T HYDROLOGIC GROUP K FACTOR SOTL EROSIOI� POTENTIAL 20 ' Alderwood moderate-severe C . 15 I moderate-ver severe B . 24 Beausite ' sli ht C . 24 IBellin ham i � Briscot sli ht C Buckle sli ht B/C Earlmont slight B/C Ed ewick sli ht B Everett moderate-severe A . 10 Indianola moderate-severe A . 24 Kitsa moderate-severe C . 37 Klaus slight B . 20 Neilton slight-moderate B 15 NewberSI sli ht B Nooksack slight B Norma slight B/C . 28 Orcas none D 05 . Oridia slight C Ovall SeveZe C ' 28 Pilchuck moderate-severe A . 10 Puget slight B,/C . 32 Pu allu slight B 28 Ra nar moderate-severe A . 32 slight B/C Renton - Salal slight B Sammamish none C C Seattle none Shalcar slight C . 24 Si slight B - _ 'Snohomish slight D . 17 Sul�,n slight C 37 Tukwila slight D Woodinville slight 45 . -80o Z TEMPORARY SEDIMENT PONDS - NOMOGRAPH 1 (RUNOFF VOLUME) TYPE lA STORM AREA i I - 5 -- 90- - : -85 76- > -75 ! 17p- -70 \/' _ -- - I' J � -60 - .. J55_ _55� D C B A 5 '/.0 /.5 2.0 2S 3.0 HYDROLOGIC SOILS GROUP RUNOFF - INCHES i 0. Soo �•, 1000- _ I ,t w /500- i 44 25oo- -- i ' * BASED UPON A TIME OF CONCENTRATION 5500 ' RATION OF . 25 HR. a I ij a 4000 43 . M, 7�1 + { TEMPORARY SEDIMENT PONDS - NOMOGRAPH 2 (SEDIMENT VOLUME FOR DETENTION STORAGE) -- : .;— .. .� "�--_ 2.o ERoD/g/L1TY i � i I .t1 'ir' 0(0 02 ... 4 A 1 t KX) t ab 3 woo f WQ 7 1 *)oo 6 i /0 20 30 4 Slope L*Wth in Fast EROSION TONS PER ACRE �I (E = RKLSCP) I ' U \ 0 i M ! _ 4-3 r14 0 i00 v s 200 * BARE GROUND (C = 1 . 0 , o P = 1 . 2 , & R = 10) � N D _ � n 1/ 60 P .C .F . per Ft . 3 a�i 300 0 a n 44 . .�' EVERETT b� �:�� ` 25 25 4 ::: � 15 20 in 30 2a (i5 5 45 4� v 25 :. 25 45 35 15 3530 , c so 45 20 C �s 4 30 5 45 ':. SEATTLE 35 60 35 15 / 35 ,o 20 40 35 3 5 25 TACOMA 35 45 40 35 30 N 40 25 3 35 8 ; 35 �� 0 30 35 0 30 25 30 35 5� 40 35 15 � 25 �5 45 45 45 3 0 0 40 35 c (�s 50 �5 45 75 45 t/ l35 45 20 U 40 ,s �/ '30 S 35 30 C/ � 4 50 l d 40If 30 f� � „- J 45� 3 5 � c 2—YEAR — 24—HR. PRECIPITATION �--L \35/ f PRECIPITATION IN TENTHS OF AN �_ 35— 40 �� / ��^� do /1� �n s RUNOFF FACTORS FOR STOR- H SEWERS K ! NG GOD" �E� - FLAT ROLLING 0-5%" >5°� UNDEVELOPED LAND Wood & Forest . . . _ . . . . 0. 05 0. 10 Sparse Trees & Ground Cover . . _ . . . . 0. 10 0. 15 Light Grass to Bare Ground . . . . _ . . 0. 15 0. 20 DEVELOPED AREA Pavement & Roofs . . . . . . . . . . . . 0. 90 0- 90 Gravel Roads & Parking Lots . . . . . . . 0. 75 0.80 City Business 0.85 0. 90 - Apartment Dwelling Areas . . . . . . . . 0.80 0. 85 Industrial Areas (heavy) _ . . . . . . 0. 70 0.80 Industrial Areas (Light) . . . . . . . . 0.60 0. 70 Earth Shoulder . . . . . . . . . . . _ 0. 50 0. 50 Playground 0. 25 0. 30 Lawns, i4eadows & Pastures . . . . . . . . . 0.20 0. 25 Parks & Cemetery . . . . . . . . . . . . 0.IS 0. 20 SINGLE FAMILY RESIDENTIAL - J (Dwelling Unit/Gross Acre) 1 .0-1 . 5 DU/GA . . . . . . . . . . . . . . 0. 30 1 . 5-3.0 DU/:GA . . . . . . . . . . . . . . . . . . 0. 35 3. 0-3.5 DU/GA . . . . . . . . . . . . . . . . . . . 0. 40 3.574.0 DU/GA . . . . . . . . . . . . . . . . . . . . 0-45 4 . 0-6.0 DU/GA .0. 50 6.0-9.0 DU/GA . . . . . . . . . . . . . . . . . . . 0. 60 9. 0-15.0 DU/GA . . . . . . . . . . . . . . . 0- 70. KING COUNTY STORM DRA i ;A(;E CONTROL GU 1 DEI.i I)FS • • ■ ■. N cEB� ■ C:'CCI'■ . . C:'.0 '. 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C: NONE'CCMN'CC '■...: mmum ■■u■■■CIi■MNEE■M■C ■EW ■C C: .u...■®.■■�®®CP1� �► 1■N1 CH ■ ■ .. ■ N....C.... o■B ■■ME ■ NNNN■ ■EEE■■H � HE OEM mMHWE MEMO No NH■■■■ Ji6■®■rAlwIdum■s®■■■■ ■■ r� m■■■■ ON■ ■■W■■ ■EMCNME■MME ■■■ MMME■O.■�• MEr®■EEEH■M ME E■■m�NECC■■■HE�� ■■■moss ■ CM■ :MBE■►IMI,®C EE®®I/■■E■NN�Y N OHM■ ■ EmNMM■ mE:ME■EMEs:MNEC� GM�smsE■u�se■M/sEEE®®MM■E ■ .■�Em::•:■CEEEmmE■:EENM■EEMM .■ M�%MC�..•.NErM.'iEM•M..NEE ■�M M■HNEE�MMMCEECEE MCE■E■■EMu�EE�iE oil GMM.Mmu■EEmif immu.C■m ■ M ■■NN..ME mm Em Em ■ EEEEEEENEm■ ■■MEII■E M MMEE■ME■E■ MM■■■ E ::n'r,CG% C••EC!' •� •;••,� CC•ME Mmmmllm�CCCCC uHCl/E�IEEMMC.M6...C....�CH...::C■EMMEEI�MCMHEEM■MEi�CC "':C:M ■ 50 1 . 2 .3 .4 .5 2 3 4 5 10 � SO . 40 I 40 30 — 30 TT 2U 20 z 10. - Al — 9 10 w 8 _ —_ 61 H, 6 �' _. . .. y 4 J 4 ~ cc an 3 �. 3 x �: . 1' WI 2. 2 Q (o I 4 5.1 .2 .3 .4 .5 2 3 4 5 10 20 VELOCITY IN FEET PER SECOND AVERAGE VELOCITIES FOR ESTIMATING TRAVEL TIME FOR OVERLAND FLOW SOIL CONSERVATION SERVICE TECHNICAL RELEASE NO. 55 JANUARY 1915 TABLE 1 STORAGE REQUIREMENTS FOR MULTIPLE ORIFICES 25-Year Design Storm Type* and 0-Year Design Storm Pea torage Max'mum Storage Number of Pea torage Maximum Storage Outlets Time(Minutes) Uolume (Cu.Ft/Ac) Time(Minut AREA es) Volume (Cu.Ft/Ac) _ -25+ 1762 Vs = 2820T - 4OQoT T = -25+ 2138 Vs = 3420T - 40QoT Seattle/ One T +25 �° Renton Qo T = -25+ 70 000 Vs = 282OT-29 .9QoT T = -25+ 855000 Vs = 3420T-29 .9QoT Seattle/ Two +25 29 Q Renton 29.9Qo �— Three T = -25+)-f26—:.:4:Q:,o Vs = 2820T-26.4QoT T = -25+P2640Qo Vs = T425T-26.4Qo1 Seattle/ Th T+25 Renton Seattle/ Four T -25+ 70500 Vs = 2820T-25.lQoT T = -25+ 8550Qo Vs = 20T-25.1QoT Seat / 25�o +25 Renton Five T = -25+ 70500 Vs = 282OT-24.1QoT T = -25+ 845 o Vs = 3420T-24.1QoT Seattle/ F + 5 Sea 24 0 '1 2 Renton * Orifices with equal head pressure between adjacent ,orifices. � lv M.Tseng/L.Gibbons/7/19/85 TABLE 10-2 LOSS COEFFICIENTS FOR VARIOUS TRANSITIONS AND FITTINGS - Additional Description Sketch Data K Source r/d K, (1) Pipe entrance. I. 0.0 0.50 U.1 0.12 �If = K V 12g J t' >0.2 0.03 K, KC Contraction D,ID, 0 = 60' 0 = 180` (1) 0.0 0.08 0.50 0.20 0.08 0.49 1), 0 1T 0.40 0.07 0.42 0.60 0.06 0.32 0.80 0.05 0.18 hI = KC112,12g 0.90 0.04 0.10 K, KE Expansion DI/D, 0 = 10' 9 = 1800 (1) D1 r 0.0 1.00 + 0.20 0.13 0.92 D,_ t 1 0.40 0.11 0.72 0.60 0.06 0.42 hL = KEI/2,/2g 0.80 0.03 0.16 -V:uxi Without vanes Kb = 1.1 (27) 90' miter bend With vanes KI, = 0.2 (27) r/d (3) and d I Kt, = 0.35 (14) 90'Smooth \ 2 0.19 bend 4 0.16 6 0.21 8 0.28 10 0.32 Globe valve-wide open K,. = 10.0 (27) Angle valve-wide open K, = 5•0 Threaded Gate valve-wide open K,. = 0.2 pipe Gate valve-half open K, = 5.6 fittings Return bend Kb = 2.2 Tee straight-through flow K, = 0.4 side-outlet flow K, = 1.8 90'elbow KI, = 0.9 45°elbow Kb = 0.4 John R. Newell Inc., P.S. 231 Williams Ave. So., Suite 200 P.O. Box 396 Renton tiVashington 98057-0396 Phone: (206) 255-2190 May 12, 1988 City of Renton Storm Water Utility Department 200 Mill Avenue South, 4th Floor Renton, WA 98055 Attn: Chuck Price Re: May Creek Highlands Dear Chuck: Attached, please find the drainage analysis for the off site storm drain along the east side of Duvall Avenue N.E. . The Rational Method and a 10 year storm event was used in the pipe analysis. Per my discussion with you the, off site storm drain line along the east side of Duvall Avenue N.E. was designed assuming complete orfice failures and detention vault overflow using a 10 year design storm which is conservative. A revised pipe analysis has not been repeated for the piping on site. The numbers may change slightly due to adding extra catch basins but essentially the piping runs are the same as previously submitted. If you are not in agreement with this and a revised analysis for the on site pipes is an absolute requirement for plan approval please advise me as soon as possible. Sincerely, JOHN R. NEWELL INC. , P.S. John R. Newell, P.E. Y0RMID �����RU�1L1"1�' JRN/kab S , C7-002 Jjj Enclosure 7 �\ � I 1 1.. 1%j I x 427ED \ 425 I = 1 'l 11424 =p •ID I ---- - Cg22- 3Cl TR ES r x 21 x Os-� 418 � i I x 1 I x CBM 2 II " %• it x _x TREES y I = Z•3 0 , 17 ❑ II "os 3 A, CJ� ❑ 1 r �;, a�, � _ _ ► Li cl c � J 415 ------/ 413 t' L 6wi. 4\ 4Zrr404 1 1 i oop390 TREES \ 694 - �- � TREES x 1 x An I i �� I - R A C1z1 .OF' ��toN ERI I/ �• coun �Np Su�v�yn� i 9+Q7- 27. 7 0o U.coo atl.ao)A r SourH A5ND 3 wl De j' peip V.• a LJ, z13 Io.Oe 7C (IO+OS ZT. 7.00 C \ �i ��"^• 4l"�,:.`1 1L":OUG . IUFR.or.. W 1NV . 411 •t� o.t 11 P ovT Z a.Seuz t�1V; 4 714 10•467q 10+4(0 �•o0 2T C13-Z Q.1ti: 41'3,39 ' lcol '' t hp. Ov-r -ro S, %"J• 416. 49 tZ^ Comic ttiJ w . lwq = 410.C-9 .� 716 11.00 412.9 11� 0 t�1 c�-3 5 MU y�" i5 � , (T. �z�. �•`^•�.�_ 'N. 11, t1.tV : 40�. 35 ( 1 /24 't� a t lz4It l 318 11•60 K tt+(.0 9-T �1S C Low u ! CUQC3 �� CuQB � N 31, 12.-00 410.63 \Z400 \0 Lo i 24 t 320 13�00 400.2e IN Qo>.o D 7 { 721 13.70 406.67 1 -1 • cab •\3�.z3= 2T t53 c�-a �.1.-�• 40�.44 COLIC \h] "i 1l-1'.1 IZA.) Cot1C. OUT S. t1,1J• 400. 19 l IZ"' CJ.-)C 1N., t�1L tt.IJ = 4op.9� \Z" C ovC. \N vJ . kwj e A00.-19 Ct I I I • • I I �I - �" �5����0 � �®����[.�2TA��� • '' '�J�motif� • � � �.." ��®��®®mom •• • rr��®s -� e�® i� ���s s