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Home My WebLink AboutSWP2719491 OUR, Inc. GROUP F 19502.56th Avenue West • 206 775-4581 Lynnwood, Washington 98036 HYDROLOGY REPORT AND CALCULATIONS SUMMERWIND DIVISION 3 Renton, Washington Group Four Job No. 88-8018 Prepared For: Henderson Homes, Inc. P.O. Box 3866 Bellevue, WA. 98009 Prepared By: Group Four, Inc. 19502 56th Ave. W. Lynnwood, WA. 98036 (206) 775-4581 May 17, 1988 II-zi -00 SURVEYING ENGINEERING PLANNING STORM WATT-iq UTILITY Y RECEIVED Nov 22199S pND E A_ .OF W4S.' 'ti I • y b • • 22884 t0-�-�� t l - 92- ot3 MANAGEMEI J -- 2,1 — 00 Y Summerwind Division 3 5-17-88 88-8018 Pg. 1/1 GENERAL SITE DESCRIPTION The site is located north of Sunset Boulevard N.E. (SR-900), between 139th Avenue S.E. (King County) and 144th Avenue S.E., if extended, and is comprised of 8.35 acres. The site is bounded on the north by N.E. 20th St. and Division 1, on the east by unplatted, unincorporated King County, and on the south and west by undeveloped, future divisions of Summerwind. The site is presently undeveloped and covered by pasture land with scattered brush. Topography slopes generally northeast 6-10a with a portion of the southwest corner lying on a local high point of elevation 465. EXISTING DRAINAGE Drainage presently sheet flows overland until it is inter- cepted by an unnamed stream approximately 900 feet east of the east property line. There are no existing drainage structures on -site. PROPOSED DRAINAGE Drainage structures and conveyance pipe was designed for the 25 year storm. The detention system was designed using the 25 year design storm for storage and the 5 year design storm for release. The conveyance system will accept all impervi- ous surface and transmit it to the detention pipe located in the northeast corner of the site. VA,VLr DOWNSTREAM ANALYSIS As runoff is discharged through the orifice control struc- ture, it is conveyed easterly through 688 feet of 12" pipe sloping between 1.0 and 17.0 percent. The pipe then daylights and the runoff flows overland for approximately 300 feet before it is intercepted by the existing stream which flows northerly. The channel dimensions approximate 3-10 feet wide and 2-3 feet deep. The channel is well formed with established growth along its banks. Minimal im- pact can be expected on the downstream system with regards to erosion, sedimentation, sloughing, and overtopping. I 1. 10 Ac- Z 38, 15 z ZA sA 1 191 s 3 Z = p. 44- S& o, Zo g 0. 1 1 6A- V300 = 0-2-1 7A 7, 91 = d 18 -7b 3,��4 = 0. oS OA Zc ; -7-70 = 0.46 Si3 Z��, 9-9 o - D. w 9A 47, 4So _ 1.09 9[6 13, ZI 8 = O. 3o 1 I A- 7146� = 0.17 Iz z3,s60 = o.54 SEE C,VsiN r1AP FDn- DE-E-F di=r A-t-L- A� i-3 Z/ STORM DRAIN STORAGE REQUIREMENTS CZ A = acres Area of Basin Ce = �,� Existing coefficient of imperviousness of Basin ground - Cd S•3� = 3.83 Developed coefficient of imperviousness f vsc Co = 0.45 Basin as planned L = feet Length (maximum) of overland trave S = 5 .0 % Slope (average) from Basin hi point to low point (on watercourse) Vr = 1,10 ft/sec. Runoff rate <��s►.�� Tc = 19.0 minutes Time of concentratio from formula: 10 + (L : Vr (60)) Tc I = 0.9 j in/hr. Rainfall intens' y from rainfall curve (10-year stor y}E Qe = 1.06 cfs Existing o flow from site using equation: CeII0A e Qo = 0 �1 cfs Maxi m outflow permitted per acre imp viousness from formula: Qo = Qe = AC T minutes torage time (to capacity) from formula: T= jo Vs = �(, 7 �, cf/A/C ,7 Required volume of storage per acre in Basin zS from equation: V = s Vt = S1 7 7 9 ubic feet Required volume of storage for this Basin from equation: Vt = VsACd V01-. P2.�v1 : C�, I.yG1 QA a V 1,—�cx� = lX . ST (M (� — 04 , ` Fla S S [ArL C- -i- A a Ca (a-�] A C ti — 3 3 - C7.66 (- ks) 0,6 0.Cj 5 - 0.6 el- (--Z .06 cars f� z) ,� I� 11 Mr-t�2w1r+� STO=M DRAIN STORAGE REQUIREMENTS OF- w%-_sT [3P4s f A =`I acres Area o' 6-;sin 13. C �� Existing coefficient c-" impe-vic_i e Basin zre_nd OKr ti/24 _ 37_+ZZ �eveloped coe=fic;e- nt :; im.rvi;_. �f d I 3. vr, C,> Basin a Ianred feet Length (rzxim:.m) c, ov=.-land tra.=1 S = S Q % Slope (average) from B_sin high -_ii. low point (on watercourse) '! r _ l'D ft/sec. Runoff rate c 19.0 minutes _ O.q5 in/hr. S e c f s 1.66 o = .Q,-�' c f s minutes -74 Nzi Ys cf/A/Cd 3-7 /zi 11 , 73Z �►�z.i Time of cencertration =rom fcrmu-_: 10 + (L : Vr (50)) = T` Rainfall intensity fro- rain -:all �W year stop: ) 5 Existing outflow f-om :'te usinc Ce1 A = 0 = 0, IS (J.G�yi 11I/,— "= Maximum outflcw permit_ed per acr= imperviousness fro, fo--•ila: d Storage time (=o c_pac . ty) from T _Z5 Reouired.volure of stor=_ge pe- ac-e :n Easin from equation: vs 2.6,4 G?o z-- = 1 cubic feet Required volur,,= of stor_ee fcr tF=s "asin from t equation: V V 'C t3 � t s- d C2r7�Gvx9,7� - I l�wITH 1 N 1 •63+ I. ft 0 cF s �1—Zr-g t=�, JI vt S, -. , *3 3/ -I9-9t3 2 6-w, i p, 7Z7 0.6-z m 0 P = B. �37c�s [A a Al (a) -�- C-g(, LOCATION 41 0 P 1 P E D A T A v v 1 Oj �O = o O O G r 04? �� ? 0 ` v� `c br �O ; �� eir c �� a' a.� ° a �� Ilk,c gO 0 0 �O Q�v ZO ? O 4 ? v 4 � 03A . l 0 0. 4s-- 0. so - t o Z . o 1.0 I c63 1.0 (z� c�,-Z,n 0. 3z 0. 4 0.3-7 - o Z. L) 0. 4 CUA cc3-Z CC.74 Q, o7A 7- 0 4 10.60 0, Z.S Z . ci CJ. 2_ , 2 3c z ( ct3Z C3 0.77 1.53 0.0Z4 tZ 14 43 0.64 0. 3 Z.37 0.'3 J� Ct33 cts4 I . Z IZ.D I. Z31 0-0'Z4 I Z S ,5�t .4' � %mot 0. k-,?4A 0.37 D.45 0.16 - )o . o Z .o 0.1 ,a O. 34 D. t 1;1 < GF .4� U.d7 - [0-0 Z.cv 0.14 --- -- - ---- - ---- _ _ - - - - - 4 I.E�o IZ.4 '30 Z.7v l Z ��:4�z ��6 0.4 Qi /A 0.44 Oak 5 . Zv - 10.0 Z. d 0,4o 0,0741 85 33 D. i o 0.7- 9? cF SR r65 I 0.45 d.0� - l0.o Z.J .0. ► 0 s 73 zo GE,513, cz. 0, ° 0. 1 rss c 1.7q IZ,B 1,7-1-) 3, i3 0.0- I 16� D -`7 0.46 6.7S 0.3 .Z� OAS 0. Dci Z.o 66 1. � � � 3 . I 1.74 3.2� o Z I Z 0. �6 OAS 7Z6 0.4 � 7 197 GROUP M IR, Inc. 10707 41 y Am.+ We* W"Abgtos-" , W@ 77S 4S*I � S lJ o, E�L w N I l% 1 51 O N BY � � g � - JOB N o.�1 g SHEETlZ O O F �'_4 ce,5 °t -ct, c Re- CFa r LOCATION T Or P I P F D IA T Ar � ., �' tiQ • 0 u c' 03 O� o LT ci• U r V� �c /.4r �`` . J� c .` OD\ �� ci OU �� kr it c ?� I'll 14 g v= Az QT ' 0 �o e1v V P� 17AAl i j0 �7 _61:6�5 .4-5 Z. — 14,7 1.65 3.4-2 �i< ic- 62,16 0-cRA- g -- -- -- - -- -- ---- - - -- = 0-7- v- -- -3-.-�- --f- -- -t�- C a- - - - CFO-3 Z.ZZ 14.7 I.65- ►Z Z S/� C U. 4 8 2.4S- CMA G6O 0 Z.7ci 2,-7 I iS. I.6o .01-L �7 C9.42 Z 7 -- !z.0 1.83 0.90 C 0.90 U. Z 7-,5 3,� U.ILD 6 r,� 0,14 — ► �. 0 2 o ( z.-7 _ 27 C�, 2 -1 O.I c 6cl 0 3.34 + 1. 5. ,57 zO .1)1Z is Z.o low 0.5ti <� �� 0.1a ZL2,09 c C,C> T Z-� o Q. c21 0. �3z Q 7 .O� — �?.O Z.o (2.16 Ct� 11Vd 9, I G o.,o-z {- Zo o, Z6 0.07 Z . ZA 1V= 44L% Ate+ W*W L*-vvoo{ WxLh-b%ptm-?&W W4773-4al / n L� s( "v -- ti%I N L (y 3 B Y N E E T JOB No. 1 OF aLOCATION p P I P E d A T A �� A. -ZIP 0 ci F ? v ty. o �r JCaQter. �o 3 k U Q w�O C. Z tug p O Qv�2 O �u �� . ?4' g v C �.r do o ' Q u a PE Y ti t �5 � � VA_ 6 - o s� s ca..r Or-t r tib+- Z = t�13 CQn S S Z.� �„ I�,D� I+_L. S IG►�. ►u ��D — �_ >� C r c S I G7. I' h=c7o =S 3 c Ott- 10.0 0.0 0,0ZA 1100t ,72 L2 73 S 4- P 3 t�G1GY GROUP FOUR, m. Jvm/ -WLA aRXa.• West I 206 ns-s5az L _ S (� U \/VA Van 1 c-+rvl iy ►� B Y 1 ��— Q JOB No., H E E T O F 22-141 50 SHEETS 22.142 100 SHEETS AmPAD 22-144 200 SHEETS I U c N +I N Go� r� if x V) l V, II � s S [ � o � o � V a � F 7 •01 H L ..... . Riser Inflow Curves M-2 Legend Weir flow. Q -9.7: 3/2 W 19 Drii ......... Orifice flow, Qu-3.782 D1rK mom am=== moromrson MMEMEEM i 10111110111111111 CIMIMMIS �Mnml MEMMUMM �me I oil o� nu�ii`nio 11H Source: USDA-SCS Plate 1.26h 111-73 RUNOFF FACTORS FOR STORM SEWERS 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, Meadows & Pastures . . . . . . . . 0.20 0.25 Parks & Cemetery . . . . . . . . . . . . 0.15 0.20 ' SINGLE FAMILY RESIDENTIAL (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 3.5-4.0 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 5(,.l 2 3 4 5 1 2 3 4 5 10 4( 3( 2( 1( 8 7 6 5 4 3 2 1 .5 50 40 30 20 10 8 7 6 R 4 3 Z 5 .1 2 .3 .4 .5 1 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 1975 FLETENTION/DETENTION BASIN EQUAIION6 AREA RENTON— YEAR DESIGN STORM TYPE OF OUTLET PEAK STORAGE TIME (MINUTES) 1762 ORIFICE WITH HEAD T=-25+- SEAT7L.E 1 1 15 CONSTANT FLOW T=-25+�I Qo TAr'(%MA NORTH BEND SNNUALMIE PASS SKY KOMISH ORIFICE WITH HEAD T�-25+ffl875 Qo CONSTANT FLOW T-254 1250 QO ORIFICE WITH HEAD CONSTANT FLOW ORIFICE WITH HEAD CONSTANT FLOW 2255 T--25+ Qo 503 T=-25+1Qo T=-+ 4076 25 Qo -,I 2718 T=-25+ V QO TL2- 3 ORIFICE WITH HEADT=-25+o CONSTANT FLOW T--254 1735 _moo.... MAXIMUM STQ% G� VOLUME AFT 3 AC y s F 2820 T+25 - 40 QoT vs = 2820 T T� - 60 QoT Vs = 3000 T _ 40 QoT T + 2 5 VS = 3000 T T+25 - 60 QoT YEAR DE IGN STOR PEAK STORAGE TIME (MINUTES) T■-25+ 2138 —moo 142 T=-25+�0, T=-25+ 2194 To- - 1463 T--25+ Qo vs 2706 36071 _ 40 QoT T= - 2 5+— T+25 ys = 3607T _ 60 QoT T + 2 5 VS = 6522 T _ 40 QoT T+25 vs = 6522 T 60 QoT T�+25 vs = 4164 T _ 40 QoT T+25 Vs = 4125 - 60 QoT 1804 T=-25+ _� T=-25+ 5013 Qo T=-25+ -3342 �o' T--25+ 3475 Qo T=-25+ 2051 Qo MAXIMUM STORAG� ( FT V'C VOLUME Vs = 3420 T _ 40 QcT T+25 Vs = 3420 T - 60 QoT T+25 vs = 3510 T _ 40 Q T+25 -v s = 3510 T TT+2-5— - 60 QoT vs = 4329 T T+ 2 5 _ 40 Q07 V. s = 4329 T _ 60 QcT T + 2 5 vs 4 8020 'T _ 40 .7+2 5 ` Vs .8020 T :Ts- + _ 6n QoT Its = 4920 T _ 40 QcT T + 2 5 _ ys'_ 4920 T - 60 QoT T+25 SOIL EROSION POTENTIAL HYDROLOGIC GROUP K FACTOR Alderwood moderate -severe moderate -very severe C B 20 .15 Beaasite Bellingham sli ht slight C C 24 - - Briscot slight B/C Buckle Earlmont slight B/C Ed ewick Everett Indianola slight moderate -severe moderate -severe B A A .10 .24 Kitsa moderate -severe C .37 Klaus slight B .20 Neilton slight -moderate B .15 Newberg slight B — Nooksack slight B Norma slight B/C D .28 .05 Ul UCID Oridia � slight C Ovall Severe C .28 moderate -severe A .10 Pilchuck Puget slight B./C .32 Puyalluj2 slight B .28 moderate -severe A .32 Ra nar Renton slight B/C slight none B C Salal Sammamish Seattle none C sli ht C .24 Shalcar slight B Si slight slight slight sli ht D C D C/D .17 37 Snohomish Sul u.xn Tukwila Woodinville 45. I TEMPORARY SEDIMENT PONDS - NOMOGRAPH 1 (RUNOFF VOLUME) TYPE lA STORM AREA •0 � HYDROLOGIC SOILS GROUP * BASED UPON A TII4E OF CONCENTRATION OF .25 HR. ii , fig. 500- U H w 1500- r 2 H w 2000- 0 z 2500 - -- a 0 3000 - 3500- a o .,; 4000. 4500 0-- h m SOoo- A -J 5 I.0 1 5 2.0 25 3.0 RUNOFF - INCHES i A GROUP FOUR, Inc. 19502-56th Avenue West • 206 775.4581 Lynnwood, Washington 98036 HYDROLOGY REPORT AND CALCULATIONS SUMMERWIND DIVISION 3 Renton, Washington Group Four Job No. 88-8018 Prepared For: Henderson Homes, Inc. P.O. Box 3866 Bellevue, WA. 98009 Prepared By: Group Four, Inc. 19502 56th Ave. W. Lynnwood, WA. 98036 (206) 775-4581 's~��4.00•�O 9 "AND May 17, 1988 ••••• 71 MA °`ago...•- 5_ —1-U� SURVEYING ENGINEERING PLANNING MANAGEMEi11 Summerwind Division 3 88-8018 GENERAL SITE DESCRIPTION 5-17-88 Pg . 1/ 1 The site is located north of Sunset Boulevard N.E. (SR-900), between 139th Avenue S.E. (King County) and 144th Avenue S.E., if extended, and is comprised of 8.35 acres. The site is bounded on the north by N.E. 20th St. and Division 1, on the east by unplatted, unincorporated King County, and on the south and west by undeveloped, future divisions of Summerwind. The site is presently undeveloped and covered by pasture land with scattered brush. Topography slopes generally northeast 6-10% with a portion of the southwest corner lying on a local high point of elevation 465. EXISTING DRAINAGE Drainage presently sheet flows overland until it is inter- cepted by an unnamed stream approximately 900 feet east of the east property line. There are no existing drainage structures on -site. PROPOSED DRAINAGE Drainage structures and conveyance pipe was designed for the 25 year storm. The detention system was designed using the 25 year design storm for storage and the 5 year design storm for release. The conveyance system will accept all impervi- ous surface and transmit it to the detention -pipe located in the northeast corner of the site. \/AVLr DOWNSTREAM ANALYSIS As runoff is discharged through the orifice control struc- ture, it is conveyed easterly through 688 feet of 12" pipe sloping between 1.0 and 17.0 percent. The pipe then daylights and the runoff flows overland for approximately 300 feet before it is intercepted by the existing stream which flows northerly. The channel dimensions approximate 3-10 feet wide and 2-3 feet deep. The channel is well formed with established growth along its banks. Minimal im- pact can be expected on the downstream system with regards to erosion, sedimentation, sloughing, and overtopping. i S= ZA 5 LO 7, v f Z. b 3, /? Zv -7 7 0 Z��, o ALL fs, Z1 8 1Z Zst i I o D. 13Z C7.37 i O 44 O. 1 9 0.2-1 0. 1 �3 0.09 C 46 I.Gq 0. 3 v 0.17 D. 54 —lei-• �` g4s i ]"(A F 2 d�= A-L-z- Ar-eAs 1 7 E� ;T STO M ORAIN STORAGE REQUIREMENTS �• _ � �� f�`C(,•,rit72TiOr0� Lv�S i (✓ra;S 1 r-� = I �acres Area o; Basin Ce = (J" (; Existing coefficient c- impe-vic_s7_Ss cf Basin --ro-nd -d - �/_ 7 �3� ✓ De:elcped Coe-; ic;ent im�ervi___ =ss of 13•`i6 vSE C„=.4.5 Basin as :1anred _ �d-o feet Length (r:,axim_m) cf ov=eland tra._, i S = S.O % �r = , �O ft/sec. _c = .0 minutes IS in/hr. S Cfs 14, 0 _ Cfs minutes fir' Cf/A/C 1 i , 73Z Slope (average) from Basin h`:gh -- lom point (on watErcourse) Runoff rate Time o; ccncertration -rom fcrmu'=. 10 + (L - V r "SO)'; = T ` Rainfall inter:sity fro- rain, -.'all X--year stop.-) r 5 Existing outfow f-om _ite u-inc ._Y=ticn: Cei A�63) IV, G4e� Ydy Maximus:, outflc.4 permit_ed per acr_ imperviousness fro, fo-.-j1a: ,- - _.O _ d Storage time (to c=_paci1y) from Reouired. vo1w7p- of storage pe- ac-_ -;n Easin from equation: V = 3 Z� T- Vs 2-6,4 G1J �— t = 1 cubic feet -Required volurr of storage fcr t,.-z ==sin from equation: = V �C 11.4- V vSL Co r* G . VA v 1_- t s' d G 10L r ti 11 63+ 1.133 = C�/A rc. C 6E,Z) + i� — Ar,, C¢ CF,-r r� 11_ Z ! .ORM DRAIN STORAGE REQUIREMENTS \ fff A =� acres Area of Basin Ce = J• Existing coefficient of imperviousness of Basin ground Cd �� = 3.3 Developed coefficient of imperviousness -of 0.4S Basin as planned L = O J feet Length (maximum) of overland travel/ S = J ,0 % Slope (average) from Basin h1 h point to low `G /� point (on watercourse)' Vr = 1. l O ft/sec. Runoff rate (PAI& %-XL- 1-O minutes Time of concentration from formula: Tc `� 10 + (L : Vr (60)) r ' Tc I = J. in/hr. Rainfall intensity from rainfall curve (10-year storm) Qe 0o cfs Existing outflow from site using equation: e 10 ;' Qe Qo = 3 i cfs Maximum outflow permitted per acre imperviousness from formula: Qo = Qe ACd T = -T- minutes Storage time (to capacity) from formula: v T _ Vs = l6 cf/A/Cd, s Required volume of storage per acre in Basin from equation: V = � s Vt = S; 7 7 9, cubic feet Required volume of storage for this Basin from / / I equation: Vt = VsACd _ r . -V 's 2- -A-377. A -Z3-�9-z- A 1,06 �— 0,07-2-7 F-,7 L/ ��, no t t S-j 22-141 50 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS V 0 I SI • r ;; --, ceK, LOCATION Op P I P E D A T A ci O O u W V Off? �c ti� ��`u J� `c+ `.. ��D �. ? O Ca � Cp �c O C� ? p �� w C �� gv �� .? �<v� O �O Q� Z30 64 S3 1.90 Z. C) 4 CCU G�Z V, 74 '7 Tc z c,az- c3 0.77 0.oZ4 1 `Z 14- 43 0,64 �, � 3 2. S 7 a. 3 Q3 cLz,4 ! . Z-7 ►Z.O Z31 %2,oZ4 I ZZ �2, D.4S i 6 — 10. L� z.at � �.3z z �; . rs4a c� 0, 3 z- 10 6 .I O,Z+ 3� Z .7v Z c7.4� c � _ 0,40 a. 07-4 a. I o Z , 9� 0, s� c6s3 I 0, oar — f o.o Z.o d.iV - 77 f.<✓ -7� C6� �G c� 1. ►� . f 1.74 3.2`7 0 o1 Z I Z a. OAS 72-16 0.4 GROUP!' W)�nc. 6 Y lZti✓ �n�. H E E T I�,.,tAAvmwW AI t w �aas1 sa nss5tl I,% �l g�- �LI e' o /l A'✓i 1 O r> JOB No OF CP LOCATION l 2 p P I P E D A T A .1 D� a �l • V r 2 F `f o �4 4l q Q G67 : 61 64S 2 1 3 4-7 I✓7 rJ I B I o, o Z, , *c lc=►o+ 6?4 (2, �L 0.O-Z4 g r O� s oq- - 10. z, 0, o7 % CYv Z.ZZ 14.7 I.V t� 0,(2U 6, 0.68 66 0.60 S GF S/� C O, a OAS U,-tZ — Io.o Z,Q 0,43zz 15 Z.79 0. 1- �3 0. 60 24S . o n- 1 Z - o, �7 0,4-6 G,4o D z 7 IZ.o pr,7/,- �� Z� /' , ,''rU ✓� G icy. .�. ZA V1 Z �7 O'Z— 2_ >> 7� 0 1 r— 7 c,- C6�t C ►0 3.34 �-I,gg= 5,Z2 5 ,�7 20 i .f2i .o o _ �l� CC�� tr 5,2Z I - `� (,�� ` •�`I U.��`t- I Z,- O,4"7 0,�-zr i O.oS 2z J i7 GCS I I U.o? may+ ��'1 L1 W i �y�j � . �jiJ � irk., 1V,' 744tA !WWwWM B Y H E E T w, caau cos r7.5-4M r-A i J �j JOB N o .3, 3 0F LOCATION A, O P I P E D k T A co \ k+ /• \ J c bt %�- O• k 4e g �' 2 ? O 'D. � cF t a� n QCA�AC{7 }/ t� O O �? 1 V_r 66 sG Rom•- ns L 4I Ct3 U oIZ �J Z, I Z 0,�, 0 G - S,3 c > e.Cl51 o� �. i O.O . O• (� / O O!�-4 I Z V l l00 ,72 v 3 `C n oS l f iF ti ilL/ � F QJuk% IM - • B Y ~� I M1 4-4 Lk a .r W � ��- H E E T o JOB No.L 0F 3 Riser Inflow Curves Legend mom IN 010 as No moon MU so MONOMER age 0 ME In milli `uurce: USDA-SC3 ` Plate I.2611 RUNOFF FACTORS FOR STORM SEWERS FLAT ROLLING 0-5% >5X 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, Meadows & Pastures 0.20 0.25 Parks & Cemetery 0.15 0.20 SINGLE FAMILY RESIDENTIAL (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 3.5-4.0 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 (�n•1 .2 .3 .4 .5 1 ? i c 4 3 FA z 1( w U � f w - E z n � a J 0 4 H _1 U w 3 0 U 2 rr H Q 3 1 5 i s .4 .5 1 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 JAt4U RY 1975 50 40 30 20 RE'1LN'1'JUN/ULIr,1'4iiUL4 Dl,Jllr i:Iqul,�Lv„� r r• rTn f1 10 YEAR DESIGN STORM L5 TtAK UCJtoil aims— •_ BEAK STORAGE TIME (MINUTES) YApXUM�M(FT3/AC� L 7IMEK�MIOU7ES) AREA TYPE OF OUTLET OLUMERAGE M�FTO/AC� AG ORIFICE WITH HEAD T=-25+ lo? 2820 7 ---- - 40 Q0T T�-25+ 21—fig 3420 T —T+25 _ 40 (loT RENTOK- SEATTL.E _. _- CONSTANT FLOW ORIFICE WITH HEAD 3420 T - + T 25 60 Q 0 ---- a_ + 1175 T 25 Qo _ 2820 T - 60 Q T T+25 o __ + 1425 T 25 7-0 875 T`'25+ Qo 3000 T 7+25 - 40 QoT T-_25+ 2194 Qo 3510 T_ 4fl T+25 Q T ° TACA CONSTANT FLOW ORIFICE WITH HEAD T■-25+ 1250 �o 2255 Tz_25+ —�-0 5 3000 T T+25 _ 60 Q T 0 T=-25+ 1Q63 o � S 3510 T _ TT2� 60 Q T o NORTH vs 3607T _ T 25 40 QoT TII_25+ 20 6 vs 4T+25T _ 40 QoT BEND _- ....-...--- CONSTANT FLOW T ORIFICE WITH HEAD .- T=^25+ 1503 1 Qo T=-25+ 4Q76 o Vs _ 3607T T + 2 5 - 60 QoT T--25+ 1804 �0 VS = 43+9 T _ 7 25 60 QoT SNNUAL MIE vs = b522 T _ 40 QoT T 2 5 Ta-25+f�5�013 Vs = 80+057 _ 40 7 2 Q T ° PASS CONSTANT FLOW ORIFICE WITH HEAD ----.___ 2718 7--25+�--- vs 6522 T T+ - 60 QOT =_ T34 T 2 5 + .8020 �7 T+ - 6n n°T 7=-25+fE21:113 Qo vs 4164 T _ 40 T T+25 Q° T=-25+ 3n75 Qo s 4920 T T+25 40 QoT SKYKVISH CONSTANT FLOW 1735 Ta-25+7_0 , vs = 4164 T --.r+�560 Q0T f�-lo50 T=-25+0 vs = 4920 T + - 60 QoT i SOIL EROSION POTENTIAL HYDROLOGIC GROUP K FACTO Alderwood Beausite moderate -severe moderate -very severe C B .20 .15 Be111n ham slight C •24 Briscot slight-- C Buckle slight B/C Earlmont I slight B/C Ed ewick slight B Everett moderate -severe A .10 Indianola moderate -severe A .24 Kitsap moderate -severe C .37 Klaus slight B .20 Neilton slight -moderate B .15 — Newberq slight B Nooksack slight B _. Norma slight B/C •23 Orcas none D .05 Oridia slight C Ovall Severe C .28 Pilchuck moderate -severe A .10 Pu et sli ht B./C .32 Puyallup slight B .28 IRa nar moderate -severe A .32 Renton sli ht B/C Salal slight B Sammamish none C --- Seattle none C Shalcar sli ht C .24 Si slight B - .Snohomish sl 1cTht D .17 Sul�an slight C .37 - Tukwila slight D Woodinville slight C/D _ 45. TEMPORARY SEDIMENT PONDS - NOMOGRAPH 1 (RUNOFF VOLUr1E) TYPE 1A STORM AREA D c B HYDROLOGIC SOILS GROUP * BASED UPON A TIME OF CONCENTRATION OF .25 HR ' ' 1 85-- a _ 85 80- -80 r� 75'- a -75 -�{70- U -70 f w w ' m5- z -65 a bo - - 60j 55- -5.5[ A G, Soo U I M /OOp. F, 1" 1500• 2 H w 2000 C:4 z ZS00 a 0 30oo - w 35oo- a a 0 4000- 4500- 0 H w SooO- r - TEMPORARY SEDIMENT PONDS - NOMOGRAPH 2 (SEDIMENT VOLUME FOR DETENTION STORAGE) r -- 4.0 f I I I I:" I •� l —i— - *, 0� i. j ?. —j� 6 .02 -- • 6 70 1 1 K)U i 1 • a)o 3 .o0 1: wo 1 t ' h= Cs - Slope L&Nfh in Feet * BARE GROU14D (C = 1.0, P = 1.2, & R = 10) 1/ 60 P.C.F. per Ft.3 �I 41 /00 E b M rn ra 300 Q 4 . /0 20 30 4 EROSION TONS PER ACRE (E = RKLSCP) _�■■■■�imioi��EiE■E■■■nii WA ME ■■■■ ■■■0■■■�■■0 ■1D. ■■■E■■■■■■n■■EE■■■■ • ■UWIOM ■■■■1 ■■■■■M■ ■■■E■E ■■■►MMOMM■ ■■■■■!■i■■■E ■■.vm\■■■■EI ■■■MEnL■■ soon ■E■►%a lq\■■ ■■■■n■E■■Ei■■■■■■■ mE■N► valmi ■■■■■■■■■■■■■0 ■■■■■■ MEEME nE■■■ Jim ""mm EMMEMMEMMEMEMEMENOM ■■►�fa.4■a�■■■■■■■■■■■ ■■■■■■■■ ■■■■■■r Immm■ ■■�==■■■■■E■EE■i■EE■E■E■ ■■■■■■,.�62 ►■■■■■■■■■■■■■■■■■■■■ ■■■.■■.�i�.� �a■■■■■■E■■■E■EEE■ Emmmm.■..■ .1 =10M ��► .I,.. \\ - -. . �� . • ■ ■.■■■..■■■■■■ ■■■■■■■■1■■■N Emma■ ,"ILIVE ■■■■■■■■■n■�i ■■■■■■■■umum �■■■■■■■nnn ■EEEE■■E■I.E,�■. ■■■.■■■■■■■n ■■■■■■E■■\��7► ■■■■■■■■■■■ E■■■■■■■■\Ea\ ► ■E■E■■E■E■ ■.■■■■■■.,..� ■EE■■EME■E .■■■■■■■■M E■■■EMEMME■ ■E■■E■■E■E■� ■E■■■■■E■■■ ■E■■■■■■EEE ■ ■a■■■E EE■■EE■■EE e■i■■■m■mE ■■■i■■■■■■ m�go '�=n■■n� ■■■■■■ as \ \ ■►�E■■E■E ■■■■ ME■E ■■■■■■■■■EE■ �■RE■E■■E MINKNOMMEMEMEEi■■■mmmm■ ■■■► ►� GEO- DIMENSIONS INCORPORATED Prepared by Michael Clark Reviewed by David Dorothy P.E. Store Drainage Calculations For Sumerxind Div 4 & 5 88-6021 March 17, 1989 51 E DO -'s WASH ti$� .o� •w'Qcc`.1 i 1ti�,� * & a,ti w4i 14 r�. 4020 Lake Washington Blvd. N.E.. Suite i1100 9 Kirkland, WA 98033 • (206) 827-5855 Summerwind Div 4 & 5 88-6021 Project Description The 31.5 acre site is located in the City of Renton on the northside of SR900. The northern boundary is formed by Summerwind Divisions 1, 2 & 3. The western boundary is located approximately 700' east of Duvall Avenue and the eastern boundary is located approximately 2000' east of Duvall Avenue. The properties along the east and west boundaries are undeveloped 5 acre parcels. This project will consist of 122 single family lots (48 lots on Division 4 and 74 lots in Division 5) and will require the realignment of SR900 adjacent to the site. The site varies in grade. A high point is located approximately in the center of the site and forms two separate drainage basins. The northeast part of the site is primarily flat with 1 to 2 percent grades sloping to the northeast. This area, approximately 6 acres, will drain into Summerwind Div 3. The remaining part of the site drains to a swale (with a slope of approximately 0.70) which cuts diagonally across the site from the northwest corner to a point on SR900 500' east of the western boundary. A detention pond will be located in this area and will provide detention for both Summerwind Div 4 and Summerwind Div 5. The site will be developed in two divisions. Division 4 (12.5 acres) will be developed first and the remaining 19 acres of Division 5 will be developed at a later time. Clearing and grading for both Division 4 and Division 5 will be completed during the construction of Division 4. The utilities and paving for Division 5 will be complete sometime after Division 4 is completed. Erosion control facilities for Division 5 will be maintained until Division 5 is completed. Since both divisions will utilize the same detention facility, the pond will be constructed to its ultimate size during construction of Division 4, Because the allowable discharge from Division 4 is smaller than the ultimate discharge from both Divisions, the orifices will initially be sized for the discharge requirements of Division 4 and then resized when Division 5 is constructed. All of Summerwind Division 4 drains to the swale except for a portion along SR900 which cannot be collected due to the superelevation of SR900. The area southwest of the swale drains northeast over slopes of approximately 3 percent. The area north of the swale drains southwest over slopes of up to 20 percent. The northwest corner of the site, approximately 2 acres of lawns, will bypass the detention system because of the extensive clearing and construction needed to collect the runoff. Approximately 1.2 acres of offsite area will be collected into the system and allowed to pass through detention. Approximately 1.3 acres will be collected from Division 3 and detained in this system. Summerwind Div 5 is divided into 2 basins. One basin, approximately 5.4 acres in size, drains northeast and is collected into Summerwind Div. 3 conveyance and detention system. The Division 3 detention system has been sized to accomodate this portion of Division 5. (a copy of group four's Division 3 calculations are attached.) The remaining area flows southwest over slopes of up to 20 percent and is collected into the conveyance and detention system constructed for Division 4. Approximately 1.5 acres will bypass the site because of the superelevation on SR900. Approximately 1.7 acres of offsite area will be collected in the system and allowed to pass through detention. An offsite area of approximately 11.5 acres northwest of Division 4 is collected in the swale and is conveyed through the site. Also the outfall for Summerwind Div 1 is located at the northwest corner of the site and it discharges into this swale. These two areas and the onsite bypass areas of Division 4 will be collected in a conveyance system west of Field Avenue and bypass the detention facility for this site. A flood plain analysis for the 100 year event using HEC 1 will be done for the Basin Tributary to the 12" concrete pipe crossing SR900. The purpose of this analysis is to detain as much of the 100 year event on the North side of SR900 as possible, The analysis will approximate the highwater level before development and approximate the highwater level after development. Also, this analysis will evaluate the need and impact of an additional pipe across SR900. Attached are pipesizing calculations for the onsite conveyance system, detention calculations, maps showing tributary areas, a downstream analysis and an offsite analysis are attached. 1 � \ _ I 466 x 466 I � I J ` 424 �/ 1 I �00 U 8 IS 4 66 ti a -A a- 1 ,l h — Q 2 M , ' TREES I n J n I c -- - x La x Z V ❑ 426 I k T EES - i — O 1 ❑ � 1 1 1 _ I j II /I a TREE 416 '►I .. �... — �TREES- I N I TREE\ \ Zi TREES �— I � ❑ \ \ _ S.E. _112 TH ST. ii 2 115 K V D1-\1•►310k--N + pa►�s �dt�fot+al 7.03 1. 4(0 I • Z-G — V(v 3 (�•Ga9 . P Aor—rc5 t • ZG AL,re:, 8• ws5 _Advl, 4►u„kJ �t'i)8 b.94 Pond 0. 45 0. 0 be -goo 0-19 O. Z"L. s�9oa Ol ZZ 0185 Acres C) • 69 IZ Q• .2.05 Acres SummEew,nu o\\14t5 `STOPV\ DQaINAUL ') ToTtil P P-cf. ay 4 ks C-.oc) 66--kn, Ste vnp p Py rj NLr biV 4 = 9.9z k-rc5 - o NE..T 172-70 lac res 22. bZ zJ gJ Arec., P —Pq 5 OFFSiT✓- r-or or,fm e, SiZ�n IDi� 4 4 . t,& . ALcrrs o0v J 2.a5 Acres 6 . z.1 O�v ¢-- 1_1`1 Acres ! _ I l perrs 2_z6 3) I me v�- ConCenfrc�� ar1 - SEA r^n�G Ic= i r lOf- `(moo/p,'7B%sec f 120010,f�e1 35-40 ' � L3y�o �` = a• �4 . ' Grays (,v-59v 22 . &Z- + �.23j v.to�— �) IFS �� C� All o wu.�l c = I.1 B - p• (i 9' _- a• 49 g) ao = o.49�z2.�Z(o.4s) — 0.0491 y Bssoco1:2`.4 C0,0IS1) = 234 Ib� Vs = a-iZ0 a�/%A34 +�5) —' c..4 (0.0480 -234 = �- 91 3 5 yeas Eq.aa�iun) Ava-%L- -oLIL srOQ-r�L 3�,COO Fi3 - 5ff. FzIJ DCJtA;1 STozm 88-(coz l ? GAUu L$h-:Tf, OQtIrk- -.51ZL (far LKk+'VAkc Ae-,ic omeAl �%Z. uz (o.io) a- („23 Co.to) 4- 215 [o.lo10, 41 — � • 28 CFS C� B, puns = O. (09 CPS G p� Co �Syear G2 Allow = I • Z$ O.(p9 13.� 0.59�3 O. Zo G F51or,'-F.�c )4� DCIftcc HLO = 404_o0 t1�c�• pcn ari f,ce Qotto,•., = 4.34 2.90 lop I.4S I5� 5�'ZC o<<�Ic2S <<l _ Eoi-� Ti, c R- 4,2A = 1. 88.._ B) r+,e.lta a�k,t H d: z.0 C, -'op 9 = 1.45 8 = 2-47 11 Scxmmtie�.. llljo Div 4 SZoRrn 'DRRP%u►AG& l 88-lao Z. -7Lrf--, POe,41R.y potNj o SI Z I NCq 5 — 2S ToT^.L- Are, 4 12.84 Acres Ad *L+II n.,1 O ,:54c e-o lleJed l 2L A,- �n�� 3� TOiAt- Am^ 14. to Acres 2) �� pass Area — SEE m AP p� ! J = 4.19 Ac-ccS NET '�o 8e 9.9Z Acres IF es-t D Evtlopr-p 4-s 3.5'1/( G.ZO lawng 1 rO L OF C-0 aCE.n%Te-ATI-Q - Sf-E MO-P rn�" rj, (1Tcr� 51 T( �. 5 — • 4 , n! % r 2 S = U. 5 s -- ;(�� C� Ex►stay E9.9z -i- 4. Je] cFs n.4(o CFS �) c) Mowuble- o. sa - o, 4-(. = a. i z C-15 $SSOU/ 10) T= - ,25 �6.4 (o.az`9} = 3ZZ 3 zz (34ZO) 32L+z5) - 2t.4 (a ozo) 3zz = 29gs" (9,92� (0,45) FIS - ,'A\\IP\LP%eLE. 15toep47E. - 95t00o FTZ, Sum m �� No �� 4� �Ta�fn p�icvPUE. as 9/ Z CA,LCUL4N r-- ORSF:k(-E- SkZE 13, C� Allow = C3 EvcisT — CA o� paas c5z [AAAoC.] = [9.92 (o.i�% t �.18(a�o� f 1./7�alo�I a.9 / = O. (.1'5 a S' pwgs = O. 9C. -LE. ITEM C:;k Al law = O • (a3 - 0.41_ = O , 1 rl C F s I�J S,pI; T-fz4 CQ O . 1% 15� To�•�A N = 404, o ��►�} N E�U�J l.�-�,,,�v, 3ot,�,«5 = 4'3413 = t-45' l��.Ao Pti2 oe6►c� = Top _ 1.45 Z.90 4.34- 1�) S ortFtcL 1 4 �/ —r Z 6 IZ tt ,, M"Aale 1.90 I C F`J Sum enrr ..,•c.n P'v 4�S ST oe(y-\ vep imAe,e_ -C-,O.) 1) Bo1+w,\ Or lice Coo,"' 1nt>t4lled -�oc \a\ erwk v% 8cvefoped Cortdi OA of S(.Ammer. IC%O 1)IV 4- e...1'Ok re(naIn is c�lf�ma{e developed -sibAt and -the LkVpper two E l bows will be removed arid, 't�^e OrAc-es locreaseo \r, s%za 4o hiker AplewS 4c z D,, 4 Tr-m p = O. 17 C FS = SEE Prev Ines Cc.c cs) a �� Orcftd = v• 0 5? cFs 59 CFS 1. Q pen or*f+ce = 0.20 cFs 4) RtS�2e- u p pu T-o d.,ff,-Aemce S) Sp1�� temGn�� Q iwb-Ytrrlu,nrt ot.f((er 1 (P) C.ALCs�,k'- pT£. 0 2k floe. S Lt _ Cl = CQ bw.v2 In QP Q - 0.2c07 h= a.90 ) d 40 = 1. 45 d = .1 e, S'� L�F%CL NAP-T 5uM M 0'D<-q r4 (0AL`O 0%,N- vn� �� CA LT mP.Tf OfL. t tc 0 (bJ CALCS� I UP tivic-r— 0 pHOM l.�()" �.$d11 1.0010 rro,6 4 �. I1'' Z.0$r, 2.40'' Top 1.32" -Z.V7" Z.SS" o N g I SToeo-� b(2t%im .G6- �V�(ZF1� CPLCvLPTwU o, 478 _%P{ �. a��S 147- j p= 434� s� (�2 = "}i 2 op -� o.42`d �,} t- a• vt� S C l) La .1 a SC..1,rnrne.rwrno '4,J4&51 STOP-M OeNNMt1 12�25� �� .S`c-Y.�.rww�no DAY I ,d = !S• 4Z •4cns In &4-An✓n. a+ Aw, 1l LiCur� Gdald:.�.y 4:1ow g} Piapv� LJ�s� t•V..�l+� Sw►„menc,, vl� Vl-( 4 LAG = Z.BQ� C, Bypano �rOM (D"ElSlon 1} Golk�d n Swc,� A z.03_ _Aefes iAG = o.5'Z Z� DeIcA1n-'elC ln�uns�� LOO Ac- A"Pt �oco�-c9 �'�c � s I- � lc,,,.,1 � �¢.. Cxb�c} v :1 l Cn P•lb�cQ 4-'o 6,.c.k ...p 3_Z % u,.q �0ow ;nee-- s L.) :1 Lkr0 ly cAYJ <&A Jej e4 *AJO1 l l^ 5i ie Jcl ! s " co KJ-ct-G :p, r;C t SG.k.l� CSC SIr.�4CCt) . SIZG vt fcs C%uni 3� P1 a? kCsOnn 1 WA11-A z' {.�.�1= L.3 cFs sro 2m D Qa,ly ac, � \3 Sze sic R "a c) F n! !J ru a A ( - S aA c. E E1ey ,. 'SEA O . Zgo,3 �}o7•U 57(0 164g 4o 6• o 3 � LO To so 4o9.o -7o40 107DU 4Y�9,7 l 4 3cov TorhJ V olu N o 1 7191 V r-T - g) 51 ZG CUna< JGrnre . 5wo -c - -_..-.- IW' �o •��c �r StC 900 - - SWa� 4u (x 5 taa, 1',—c9 --,;> n = O- o z s -- _ -- - __ __ -----___-�' _ho�«••� _w_iik_3:_l_!�d.a Sleets H = 1.U' a C� loo = Iq,-7 t/ STORM SEWER DESIGN COMPUTATIONS Project SLk, rnmec'w,�: - File No. as-(Coz i Date q FcV $9 I-D-F Curve Return Year z-S Line From Return Year To Location of Pipe Tributary at Point of Concentration From Specific Areas Noted Time of Concentration Rainfall IntensityQ "1" = CIA Inv. Elev at Pt. of Conc Inv. Elev at Pt. of Conc. Length of Pipe Grade % Velocity Diameter Total at Prev. Pt In Pipe From Last Pt. Total at Pt. of Conc. Theo !Actual From To Area No. Acres "A" Runoff Factor "C' "CA' 2 "CA', Full Actual 11 n = CD, ZB 0.90 0,z5 o.ZS - - 5.9 2-55 U.c.3 I 34 3,0 2 (c II I Z• 4 ! l.0 -d'-U24- Cgz CB 4 6,3co 6,45 0,+to . 0,41 - - 13.+-7 1.70 0.76 !4S 9.0 7. D ` I C„c -IZ - oz4 Ca 44, C 4 1 1,17 6,45 o,5z 0,52 - - 1L,1.4 1.62 1 0,79 I I 117 c„o 4 C� 3 CF> 4- 0,dB 0,90 1a.o� O,o7 I r S. 3 2.55 0,+8 9 7 ! 7,O 4.9 I 3. 3 1.� -g'+- oz 4 CQ 4 LR S �4 0,45 0./5 l /S 1U.b4 o,4Z I �7.oCo 1.50 1.73 I IBO i IZ.Z $.(0 7-1 L•g -IZ" oz4 C�, 5 C8(o 0 58 0,45 D.Z(o 1.41 v,47- 111.49 (,4i 7.07 ( 90 /5,3 9. L 5r•Z 1 7.1.-/z'=oz4- N i Cg(a 0,25 0.90 o,zZ 0,Z2 - - .5 a 7.55 I d SG 31 110.0 1.0 4,9 12, 1 C `/ cr Io o,SZ 0,45 0.23 b.z3 - - 1 4. 1 1•0 0•39 I l3s 5,z 5. .9 N T Ca 10 b 10 V.90 0,o9 0.09 ( 5. :S; Z.55 b,22 I 3 I 4.2 3.8 ! . 8 I1,4 - 8 -oz4 Cp (p CC 1 O.i3 0,4s I o.33 v,�5 (4. I O.Sa 114,60 1. (05 1.U7 (1 �8 TO L.S S.0 5,3-+z� Ce 11 I CB 1,0 `65 0.45 0,39 1.03 14.r�8 0 4c, 15.14 I.cvO I.CeS I 2ou Z.o 3.5 ?.S Z.�- +2"-vz4 LQ 5 - I - - Z-c-L 1�,4g o.og 17.5Go 1,4(o I 3,`�( 72 I 12.0 $•S `6 5 ta.7 -12- oz4 C r 12- Cn i3 0�74 o.as n 33 I o 33 — I - 13.2 1.75 v.58 I +39 IS,2 :5 I7-5-rz-oz4 CCU 13 Ce 14 U•Z 1 0.90 0 }9 b•52 0,41 11'>.4,I I 1,70 ().$g I5r, 2,I I.z 2.7 2.(.o 12.z-�2''-oz4 Ca. 14 cn l5 b• 13 C) 90 +z o•�4 I'�.c.1 1.52 1S.13 1•c�0 I.o4 I I S ¢ O.S I•'75 I 1, 9 1,4- I2`-024- (-1-- 5 CP-, I IL. c).90 6.14 13.44 I-].S� O.)a 17.70 1.45 4,99 ( `63 0.5 q-o i4,4 Lo-/S''-vIZ tJL -c CEC 19 o• 105 0,45 0.07 0.07 — - 1j.15 1, gg b.1_ 3 4 7.O I 2.(� I.9 _ I,0_IZ' oz4- by -m eke L1� la, STORM SEWER DESIGN COMPUTATIONS Project r w4- File No. aR -C,Oz I Date -11 69 I-D-F Curve Line F rom To Return Year _ A57 Return Year Location of Pipe Tributary at Point of Concentration From Specific Areas Noted Time of Concentration Rainfall IntensityQ "I" = CIA nv. Elev at Pt. of Conc.of Inv. Elev at Pt. Conc. Length of Pipe Grade % Velocity Diameter From To Area No. Acres "A" Runoff Factor C�� 2' CA" Total at at Prev. Pt In Pipe - From Last Pt. Total at Pt. of Conc. Full Actual Theo. Actual Cr i� Cr?zp �,1V 0.90 I b,14 v.21 11.5 0,31 11. 1 I,i�L 0,2q Z45 o.S 1_� I l•S 1.4-►2''-v74 ► LL cr;2 a o,7v o145 b,3 Z- 015 - 19 1Z 0.9L -7 14. l (i.4 - B"-024 C>3 ZO C zZo,z9 I z 14.53 1>t.S t .35 I boo c�.-5 r. I 1.95 1.4 -Iz''-oz4 C+322 Z.sS p, 4S I� 1_rS I - - ( 13.2 h�S 7,0 1 34 Z,0 &,s (3.8 2.8-1z"-024 L-S I o .54 0.90 4 2,�c. (t4.s3 z.s� 17 0 9 150 3-u 9 -lX -O IZ �?D D,3 1 I$.D 1,43 �.44- I ']�' a, 4.5 15.4 V,- 9 I C6"0 Z J4 0 4c- I - - 12.(, I, g I C)- I G� C;,S I I ► 114 - u"-S:1-�4 30 1 Cel 0.f,(. O.4S v3C� off% 1 12. I D.�0 13,z. 1.7� 1 33 fo (j, 1,9f _ i1"-d24 045 O,IZ b. 0 I 0 c,7 I '1 l�0 1-5-0 14,) C�3I C U 1 d,9a o.►< I o 13 o.i; 114.or, 1.1,9 ! �¢ 90 >.7 III I U1 - t�''-v?4 C:b53 i Cb '79 I01,LO 10.90 o•54 19,4 7 11g,o I o,�2 I Ix.5s3 i 1,40 I Iu�S I o' o s 14 9 15 (• i�as-��"- v,, - C-Q99 Ce Asa 1045 0.45 I o ho I7,�� I I ` 0- o d 119,(,?. I ►o.sg 01 S 1419 S� (us a�"-�•►z C 6�D I Dc- T AIA ev-P - - I - (`l b I I� 1,3 o,a� a(. (o. S' 4 I SC- C g 24 6 Zs o.17 o9s o•0� o•o� - (04 �,5 0.;D 66 .25 CRJ 0,34 G 4) STORM SEWER DESIGN COMPUTATIONS Project Sum rnvw�� G�� Is Fiie No. eB- C-)oZ t Date I Fe b a I-D-F Curve F-am-on S1Ff7-rLC Return Year Z5 Line F rom To Return Year Location of Pipe Tributary at Point of Concentration , From Specific Areas Noted 1 Time of Concentration I Rainfa►1) Intensa "I" Q = CIA Inv, Flev at Pt. of Conc. ( Inv. clev at P't. of Conc. Length of Pipe Grade % Velocity Diameter � I Theo, IActual I Q �N11 n = -_ Total at Prev. Pt In Pipe From Last Pt. Totai at Pt. of Conc. From To Area No. Acres A Runoff Factor C„ "CA" , 2' CA" Full Actual I0LtT52- I -t✓ 51 � O•s5 I � 45 ! 0,25 1 o,2s � — I — 12,4 � I, tv I v.45 I � I 31 I 3.0E-1 0,13 U,9� 0,12 . o•�l 11,17 0,90 I2, 17 1,T6 1.v� �2- 2,0 3.4' 3.- 2o24 c 6 53 I C� 54 I 10.0g n,90 I o. v't I v•�8 12,77 I n.3c. I �3, �3 I 1,15 1.19 I I i 12-5 ( 11,91 45.9 11.,7 I l.o -1Z"-oz4 �16 St ( Ce 55 I0, 14 I o•9O o3 10,2i I l3 13 I 0.3Z- I ti3,4S I I,-71- I 1.39 12.1,0 4�32 4.9 14.C. I4,0 -1Z o2_4 Ce, �� I ce57 10.E I I 6.45 I o,41 1 6.41 I — I — 11�• 9 + �,45 1059 I I -77- Z2 11,53 h l I9.1-12"-az4 C>355 0'39 o,4S 6, 18 1�, 4 I a,zc� I I`d to I 1.44 ( ,85 1 I 17' ZZ 11,55 C 55 I CQw� 55 0,45 v,4>' 16,zo l.(.0 I 19.13 I 0.05 11$'1-5 1.43 I Z,Z9 I I Z2z 3,-77 4,(a 4.5 13g-Iz''-oz4 C6 5a I C4 59 I I b 8v I v,45' I O.3L I 1.9C. I I91,(5 I U,21 1g,93 I {,39 z,�2 I I I245 3,14 14.1 14-? I3.5-I2"-oZ4 Ce (,Z I Cf3 1,3 I I.o� 10,95 I U,49 0,49 I -- I - I', Z ( 1,�5 10,,95 I I 52 2.0 13.4 13.1 IZ.g-lz"-oz4 Co e14 ( C� C�3 I 1 o s5 o,4S I v•IV I o_I� 1 — I I 12,2 I I.$Z 1 0,z9 ( I I loo 11 4.3 h.o -tz''-oz4 CVz> L3 I CQ L1 I d.i3 �Cv•90 1 b,lz I 0.77 I 13,Z I o,Z9 113,40 I 1.�L ! 1.3Z 1 I I 111 3,2 I4 2 I 0 13.5-12''-o24 C g Gi 1 C 3 LO I I o,a) 0,90 10. 19 I o '9(vI VS -AS, 0 T5,'I .1 1 . I I . I✓ 3 I 1 �" oZ4 C►3 ho I C. 59 ( 1 0,5�4 1095 I a ��6 1 34 11-.97 0 51 1 14-4g I 1.t,5� I z.2 1 I 1 1 av 10 R.4 I z.L �'z•o {�'-oZ4 Cg04 I — I — 13.3o 11`697 I I.65 .2001 1133 14,19" 1 13- 13.o IiS, I I `63 1�.7 Ia'-01z 84- OuTF-ALL 24-A I -- 1 — I — 13,3� 20 0l -I�tb,3'? I (31 I q,32 I 153 I IU,$ 1 `7•'1 I F,Z 1 C•S IZ'-vza by --m;ke STORM SEWER DESIGN COMPUTATIONS Project Su M f�Uwn c� fl'y File No. Z 1 Date 4 Fed 69 I-D-F Curve Sc-a-,-TLf Return Year zS Line From To Return Year I au s 1 Location o, Pipe Tributary at Point of Concentration From Svecific Areas Noted Time of Concentration I Rainfall) IntensityQ -.1^ = CIA nv. Flev. at Pt. of Conc Inv. Elev at Pt, of Conc. Length of Pipe Grade % ( Velocity Diameter TE.AalFrom Q Total at Prev. Pt I In ripe From Last ?t. Total at Pt. of Conc. To Area Acres A' Runoff Factor "C,. CA' 2'CA' Full ActualNo. C4 ?S 10,3s I o,45 C ltc I p,l(o — 11,9 t, Q�2 I 0,2.9 G/3 3S• I U-2-7 I 10•ICc 0,:Z I 1Z,5 �v 9 . •CB3(o , IZ.0-lZ"—oz4 L1& 3 C6 37 I — I — I 0,45 )Z,5 ( o• 15 1 I�.c�S 1 ,'7 a 0.g5 I I I I S-L I I, a 2,4 I 2,4 1 Z,o -12" -v24 0.90 ( o,7-9 10.Zs I I I s I z,� I o,,� ( I 3 1 ( 3.v I 3, z + 3,4 �r 31 I Cg 39 I o,Z7 0,45 10,!z 1 o,` B 1 l�,Ls ti,o5 I 13.7o I l,-7D 11,50 I 1 !SO 1.0 2,4 I z,ro IZ.5 M"-0Z4 /NCE7 40 I Lg S9 I o, l(. 10.90 + o , 14 o,�a I I 3 1 I 3,0 I 3, L I Z, 8 I,Z -8"- 024 0, 03 110 U 9c 1 4,&(o I 1 II I,ajI I I , 2 3. io ( , 70,45 CP-> 0,s I1 o,1 1I 1.3J 14,((o I 0 ( .9 ,10 I I3s I 3.041 2I �, C 4 03 43 I I o.��to 1 0,90 (U 3Z I I,c,3 11S,(,Z p, 14 1 PS, 7to ' 1,5'7 1 -,SZ., I 1 1 1-14 19. 1 17,z 1 7.0 IC,.a -11"-oz4., INCE'r+4 I C34 3 I I a73 o�S I U,�;14,3 I (.(�S I �,55 I I I 3S S C 14,z 3 5 !.s-''_vz4 C 43 CIE45 1 o.14 10,90 � J 15 1 Z,09 I I5,1(o j 0,41 I I11.1-1 I ),55 3.2a I I � 74 L$4S I I p.�o I U,45 I (�.Z'] I C�•2`� I — — 1 13.0 1,i3 I 0,48 i 1 I LC I 0.5 1.3 I,S Ib,Sp g' -oz4 Cg45 I Ca, 4� I I - 1 I r I 2. �b I 1� 17 I o 16 I 11.,35 1.54 13,63 I I I hZ 19, O I 7.2 �8q� 0.z5 10,90 10,-t3 1 2.S9 II Ie,35 0 14 I 1�,.49 I 1.54 I 99 I I I f�12 I )9.r,ro ( 10,4 10.0 CIL, 9 g I C� �r-Fc.t�aeA l I O 14 10 9 o 10 1'-1 I ` 2_ I H- 49 0.24 1 1 6,-) 3 I 1'54 1 4. l I I I 40 ), 5 I 5. i 1 (,A4 I4, 6- U''- o 11 IQL£T 49 CJ✓ 5p 0-2) 14 0,14 — — lt,-7 l,gto O L(o' 31 3.0 3• 2 z•4 1.2-�" CCU Sv ICa 51 11 10.90 0,10 0,24 1117 �I� Ill.g- 1118s 1014 I I I�5 Z.to ( 3,9 12.7 13.2-I2"-vz4 by (UO- b(lA - STORM SEWER DESIGN COMPUTATIONS Project sum,m UW 6 0- File No. 81B 02 1 ' Date 4 polo a I-D-F Curve -Rem+'un SeurbEle Return Year 2-:5 Line From To Return Year 1 YqLo Location of Pipe Tributary at Point of Concentration From Soecific Areas Noted Time of Concentration Rainfall Intensity0 "1., = CIA nv. 1_lev at Pt. of Conc.of Inv, tlev at Pt. Conc. Len9 th of Pipe Grade % Velocity Diameter Theo, Actual Q fN`1 n Total at Prev. Pi In Pipe From Last Pt. Total at Pt. of Conc. From From To Nroea Acres Runoff Factor ��C', CA �� 2' CA Full]Actual C3 loco Ce (17 0.13 01,90 0,10 0,10 — — 11.0 1.87- 0,18 S 1 3.0r.2- g!' oz4 C6 10-7 I Ce bg 0130 I 0.70 0,2) 0,31 ( — I 13.9 1•c.9 O SZ ( 194 I.O ! 2.4 1-2. I 12.0 - 12"-oz4 cr� l,9 Ce (.`6 0.47 0,4s 1 o,21 0,21 _ — 14•Z 1,4.7 0.3s I 31 3.0 Lm GCI ( CS-70 v.l- 16,90 0,c.1 13,9 I•S3 15,43 1,59 1.6t0 111 4.Z 14-.9 4. 1 C 15 -7 4 Cf, 7o I v,zz 0190 o, 1 8 O,zo 2 2-6, 0.519 ( 7s o_s 1-�S I 1.3 ).4 - l2. o2.4 C6 -7 I Cr3 lZ 0 Z O,SO 0,49 0149 — — L.Z 2.5 I /.22 I 1-14 1.0 2.4 I 7.(. I z.0 -I2'=0z4 (f ?3 i �� 72 o A(p 1645 I 6,2-) O,2- i I -- — 11,0 1.93 ' 0,41 34 -).O T.z 7.8 CQ> 7)- + CB?6 U,31 O.SD 0 IIo (�,g(o l 12.0 1.a2 I.SI I 57 ,'„3 I (,.1 S, IS.o -12"-oz4 cpz, Cg15 — ( — ( I 1,13 115.g3 0,45 15,88 I -s7 Z.-7 Z- 122 0.-5 3.4 9-(-. 12.1 - iz- 024 5 , 1.73 /5,S I► ,4 1.5f 2.9 I •5C6 I 3.L 12 g - 12"-oz4 C5 G I C6 -7 -7 o3a 0,4s o.1-7 0,17 o,29 Z58 2 C3 7? I CG 78 01-75 I 0.45 I o,64 0.5) I�).-7 I I•o$ 14.71 1,�5 10,g4 204 Z,5 5,7 S.-� 1 Zl - b''-v+Z C 7$ I nw3 , 0.73 o.45 ( 0,33 0,�4 11,4.78 O G3 115.a1 I I.5o I I, a -7 I l-5 '5-9 4.9 1 I CS 99 C• p�90 F,o cL t,►A 0 13 6.90 0 • Il 0 I.)L — 5 2, O 3 1 ' D. 60 I 1, S I .4o I .1f -u'• -v za - I I by Mkp STORM SEWER DESIGN COMPUTATIONS Project Sum nrvw► w ►n File No. BS'�OZ 1 Date 4 F-e- L_ P, 9 1-0-F Curve ien+on 1_>ea-4 le Return Year 7-5 Line From To Return Year Location of Pipe Tributary at Point of Concentration From Specific Areas Noted Time of Concentration Rainfall en lntensit p = C1A Inv. Elev. at Pt. of Conc.of lnv. Elev at Pt. Conc. Length 9 of Pipe Grade % Velocity Diameter Theo. Actual in Total at Prev. Pt In Pipe From Last Pt. tai at Pt. JoTo f Conc. From To Area No. Acres A Runoff Factor , C�� ' CA' CA „ Full Actual SCR S'a ICA-) CF,SZ I0LA OAS - 0.90 ! 7 0.4 1 I - 1 19.10 1 , ao.37 I ao. Irp. I 10. 14 Zo.,Oe, Zo.�z 1 I l,'� � 19.1-7 � � 4 7 II 1 SZ ISO � C�• 5'/e 10.6% S. 5 i :5.5 (�•Z Z p FIR v 11.9 - 4"-o7L (►�.�-Z4�'-a►Z I I ! I I I I I ! I I I I I 1 I I I I lNTPY_ �6-A I N ;U- bO mTAwI C >g a A I I I 1 ;73 �a.13 56.1 — o.�z o, z v, SE. 1 5& a So.34- ,9 2. 0,L3 I 0•(,l ( o. 63 C., ,459 • � 1. %9 19 I ( 1O ( � ' 5 o. so o.4r) O.Cp�„ 3.4 4. I 4.5 I S•L 110.0 110.0- S.(. Iwo- -lb' by 21�1,Q,.� Summerwind Div 4 & 5 88-6021 1/4 Mile Downstream Analysis Water leaves the site in an the existing 12" concrete pipe crossing SR900. The culvert is located 400' East of the intersection of SR900 and Field Avenue, and is approximately 80' long. The water discharges from the culvert in a very shallow swale, approximately three feet wide and 6 inches deep in the center. The swale contains small flows. The large flows will sheet flow overland south approximately 400 feet where it discharges directly into Honey Creek approximately 100' west of 142nd Avenue SE. At the time of the field investigation there did not appear to be a defined point of entrance to the creek. From this point, Honey Creek flows westerly through a wooded area and continues this direction for at least 1000 feet. No culverts or other structures were noted in this section of Honey Creek. Honey Creek widens to form a small pond approximately 500' west of 142nd Avenue SE. There were no indications of erosion or overtopping along this drainage course. TABLE 1 STORAGE REQUIREMENTS FOR MULTIPLE ORIFICES AREA ype* an Number of Outlets 0- ear torm Peac torage Max mum forage Time(Minutes) Volume (Cu.Ft/Ac) 25- ear es gnt_o�rm ea forage Maximum Storage Time(Minutes) Volume (Cu.Ft/Ac) Seattle/ One T = -25+ 1762 Vs = 2020T - 40QoT 'T-4 T = -25+ 213© —�° Vs = 3420T - 40goT T+2� Renton Ro Seattle/ Two T = -25+ 70500 Vs - 282OT-29.9QoT 1+25 T = -25+ 85500 29.900 Vs = 3420T-29.9QoT Renton 29:9go Seattle/ Three T = -25+ Vs = 282OT-26.4QoT T = -25+ 85500 26.4Qo6Renton Vs = 3420T-26.4QoT 20500 .4Q Seattle/ Four T = -25+ 70500 Vs = 202OT-25.lQoT T = -25+ ©5500 IQo Vs = 3420T-25.lQoT +25 Renton 25.IQo T+25 2 Seattle/ Five T = -25+ 70500 Vs = 282OT-24.1QoT T = -25+ t35500 Vs = 3420T-24.1QoT +25 Renton 24.TQ�� T+25 2TIQo * Orifices with equal head pressure between adjacent orifices. M.Tseng/L.Gibbons/7/19/85 N 5' TABLE 1 RUNOFF FACTORS FOR STORM SEWERS FLAT ROLLING 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 F 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, Meadows & Pastures . . . . . . . 0.20 0.25 Parks & Cemetery . . . . . . . . . . . 0.15 0.20 SINGLE FAMILY RESIDENTIAL (Dwelling Unit/Gross Acre) 1 .0-1. S DU/GA . . . . . . . . . . . . . . . 0.30 1 . 5-3.0 DU/GA . . . . . . . . . . . . . . . 0.35 3.0-3. S DU/GA . . . . . . . . . . . . . . . 0.40 3. 5-4.0 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 18 S/79 ■u! 111p1'111 Enos INIMMI SEMI 1 1 1 1 1 1 i 1 1 1 1 1 1 1 180 10,000 168 8,000 EXAMPLE �) (2) (3) • 6. 156 6,000 D•42 inches (3.5 feet) 6. 5 0. 120 cts 5,000 144 4,000 mw Mw 6. 5. 132 0 test 5• 4. 3,000 (I) 2.5 8.8 4. 120 (2) 2.1 7.4 2,000 (3) 2.2 7.7 4' 3. 108 3, eD In feet 96 1,000 3' 84 600 2 2 — 500 72 400 / 3 = jr 300*j 1.5 1.5 U I ZI N 1.5 60 V UJ 200 / z Z / 0 54 Q a o Cr / w 100 Z 48 / rr 80 = J p / Q i = F•' 60 a 1.0 1.0 U w 42 U o LIJ 50 HW ENTRANCE O 1.0 per 1 SCALE 40 p TYPE Er w .9 .9 w H- 36 30 (1) Spoors edge with Q 3 9 w headwall O � Q 33 20 (2) Groove and with W .8 p heodwoll S •8 30 ,g (3) Groove and projecting 27 10 7 .7 .7 24 8 6 To use scale (2) or (3) project 5 horizontally to scale (1),then 21 use strolght inclined line through 6 4 D and 0 scales, or reverse as ,6 3 illustrated. .6 18 2 15 ,5 .5 .5 1.0 HEADWATER DEPTH FOR 12 BUREAU OF PUBLIC ROADS JAN 1963 CONCRETE PIPE CULVERTS WITH INLET CONTROL CHART 3 27 Z�Ja� 1 .2 .3 .4 .5 1 2 3 4 5 10 H z w u w w z H C7 W 0 r� U W u P4 0 U W H d 3 50 40 30 20 10 9 8 7 6 `1 rn 2 1 5L .1 20 10 8 7 4 3 2 1 .5 .2 .3 .4 .5 1 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 1975 Scamm�ew��p D,v4A5 CROr[Otj Coti-TRot. I 2a -C-no2 k 1/5 RoR��'oa Cor%4col L5 ve-r) do 4o i1he c>ckrti;�ve cJ�adin� ee�ui*rcd +, band roaci5 and homes . cA4 ((2a{ion o Fl.c perry)nnenf JCention �,,Cl-(J) wall be- retc ireck Jo proVtide e nwjc , Vo l j A c . T�SGP Pon Cklck(.x4;on Are bct5mA capon +�e K,'r%% (.e"r\i J C�nsPrYa{ion pistrict wo,icr quee/%ir�udo, Chair owe ?ArcA-W �or leicir�<<, As no4,d I.(\ +hc projmc descn'pfon +i e mu \ori4y o -P +tAet Si c. W; I lac cleareA anti S rnded in order- �o balance '}fie Earf�worIc The Otte has been avided info +- (-'C Areaz -�or Ero.,'iun Con4rojo tet ra+a!_ . S �dpiPe� wiA LoulN smve l cones been used . Wh,crevcr- wafer Jectves tic Z: 4e anQis atyeJcd ',r\4o i%e Sfin 64m(rn dram SJskM • S� l� ji7` enCes )"e �)een Instal Wherever P Ano�� r-v o, Crass an e.dJgLe,,�t pcoper}y or iniia +i Q in1-crm,4z.,r} Crcek w�+iLL► Mows aCrcns f�fZEsa 1 - Sca m rv-\ Rwin3 g, fl\v 4 � �t� Fae.Es. 12- g4 ac.ccs Pccc.o, de.n,wdeci I O. S I . .ALrcS ACeu b'3 p0sS O. (e9 ACrC5. Area �ocesi I - (04 Acres X) be. C-�\\ecAcA i n -, cx(\& dr-J ned ___: `xrsl' S��M dro;n glurx� s(z goo B) So i L " -t Pt - A\derwood ,Tyre C — Sc� nt%} L—CO rn 1.O 1 0. Prec p. K - o, Zo Slopes Averaye (,06/o Le.rsC-,TtA ="f GOO' C-) Fun obi IOtL" v,e- C,le_kred = 500 f'13/41-re. ?e l0-SI pots — 9�S9 R,resT = 500 F7l) acre X acres c SZO D) SEnimf-oT UoLUMA To4,,, l SO ft3 jAc(C x l0.51 = E) Toftul V c lu rim E 1R ecLw. crJ 1 (3) Z'19 F) \1 o Lu rn C 9(ov �'Je& • Sc�rc,rr.e�win n 1'av4d �Rc� loN CotiTRot� 8S- CooZ 1 015 w QM, r, TO*0,1 ltl�p i .c.res Arco, Dtn,kcica = to.-70 A---rc s P.('ec., ;Zo re s'T Pc re s P� B��ass w i l 1 Co11cc%Pd Cl�o n� �; �( Fk6t.c Fences i3) Soll ce7 Slopes = (-"/o C� R uno�� V ©lam. me C�.earea - 900 to.-7 9(.10 k 1.z l7� SEDimE VaLUfnE ri U I AcK, V o .- —74-9 T OTAL V o(.-umE, 1 �) 999 F) V 0 L cu M E TO Q,IF- STa R-erO I K" r+ t�T . CE. NTwN . _ P014 ARC A, 'Z) - 5 u n-N mQ.,Q L. % cv in f3-\ Q S - N E 12'.4-- tJ TOrrlxk Pf CC& 15-Z9 AimI ATeck demAc6cl - - 4 -' �' Agnes Arm F")P(A �re,,, -FOreS+ = C:)- 7 Acccs A.) %')Pass W W be Col\cCFed- 1n u, gurv,P Gnd fA6e-d a'hrou�ln Straw bales ama �favei `C-•-J Cone tin aca,nccl n 'E t- Exis� StWry\ i7cain j�Gc n�J 3 Ste- ;2.0-o K=O.Zo C) Euno-4 Uat.&me- -__. Cleared, _= 900 F`C3)Acrc. X2.9 = Z` O - �'arc•s�- - O Sr-n)rnENT \40Cu,mL = to3[Acrc k"Z•9 — 29 It 11s TEPIPORARY SEDIMENT PONDS - NOMOGRAPH 2 (SEDIMENT VOLUME FOR DETENTION STORAGE) - 4.0 �--- r I I I .. I. i, j C 02 . -� :� . _ . -. ._I i , :. • I ....''.ter. i Ip�d.I� -- � 70 i v KJU ,y dJ0 3 �00 i 400 � t 71J00 tl� Slope Length in Feet �I U M J-� w 0 i00 73 zoo r- * BARE GROUND (C P = 1.2, & R = 10) ro 1/ 60 P.C.F. per Ft.3 300 44. ERO�/L3/L/T /0 20 30 EROSION TONS PER ACRE (E = RKLSCP) 3 M M S�5 SOIL EROSION POTEN`1'IAL HYDROLOGIC GROUP K FACTOR Alderwood moderate -severe C .20 Beausite moderate -very severe B .15 slight C .24 IBellingham Briscot slight C Buckle slight B/C Earlmont slight B/C Ed ewick slight B Everett moderate -severe A .10 Indianola moderate -severe A .24 Kitsap moderate -severe C .37 Klaus slight B .20 Neilton slight -moderate B .15 Newberg slight B Nooksack slight B Norma slight B/C •28 Orcas none D .05 Oridia slight C Ovall Severe C i •28 Pilchuck moderate -severe A .10 Puget slight B/C .32 Puyallup slight B •28 Ra nar moderate -severe A .32 Renton Islight B/C Salal slight B Sammamish none C Seattle none C Shalcar slight C .24 Si slight B Snohomish slight D .17 Sultan slight C .37 Tukwila islight D Woodinville sli ht C/D 45. O R� PUBLIC WORKS DEPARTMENT RICHARD C. HOUGHTON • DIRECTOR 0 MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 % �P206 235-2569 gTFr) SEPj�� BARBARA Y. SHINPOCH November 3, 1986 MAYOR TO: Barbara Shinpoch, Mayor FROM: Richard Houghton, Public Works Director 9SUBJECT: Drainage problems from Henderson's Plat - Summerwind (Extending into County) Barbara: Analyzing the topography reveals that an area in the N.E. portion of the Henderson Plat does drain in a northeasterly direction naturally. This means that there is a natural flow of surface drainage across this plat onto the property to the North. Our standards require that the runoff from the downspouts be directed to the storm drainage system. Therefore a major portion of the run- off which would go onto the plat to the North will never reach there when the new plat is fully developed. There is, however, a street in the plat which connects to 141st Ave. S.E. in the Plat of New Castle Terrace. There is an approximate area of 5000 sq.ft. which would drain northerly to 141st Ave. S.E. and then flow in the gutter of 141st Ave. S.W. 140± feet to catch basins on the southeast and southwest corners of 141st Ave. S.E. and S.E. 100th Place. Unfortunately these basins are not placed in the catch point of the gutters and the water sheet flows across 141st Ave. S.E. and easterly in the gutter on S.E. 100th Place to the end of the cul-de-sac where it should enter into the drainaqe system. Public Works has requested the engineers who are doing the construction management for the developer to check with King County and see if King County will allow them to adjust or relocate the basins at the inter- section of 141st Ave. S.E. and S.E. 100th Place so the runoff will go Barbara Shinpoch November 3, 1986 Page Two into the drainage system. If King County will not allow that then two new basins must be installed at the North end of the street and then connected to the system in the new plat within the City. This would eliminate any run-off into the County from the street. Onsite inspection during a rain shows that normal runoff is contained within the roadway and does eventually reach the drainage system in New Castle Terrace. To recap almost all the drainage that would normally flow into New Castle Terrace will be collected and directed to a drainage system within the City with the exception of a small portion of the southerly extension of 141st Ave. S.E. which flows north into the County system if the County Engineers allow us to relocate the catch basins. If they do not then additional basins will have to be placed within our system to contain the drainage. RCN:pmp STRMCALC.XLS Storm Calculations - -_- Year Name or Project Name of Project Year Renton Vocational Technical Institute 1984 Henderson's Plat - Summerwind 1986 Family Circle Day Care 1986—One Valley Place & Adjoiner 1982 00 Site Parking Development 1986 North Valley Business Park 1985 Sea Belle 1983 Nelson Place-Longacres Way 1987 Del -Mar Building 1983 Mystic Manufacturing Company 1985 Denny's Restaurant 1983 Holmberg Renton Motel 1985 Renton 91 Apartments 1988 1984 McClincy Brothers (NE 4th St) Weatheredwood Plat 1983 1980 Routos Warehouse Ridgview Estates Powell Ave SW bwn Grady Way & SW 10th 1982 Renton Ridge Phase II 1989 Washington Technical Center Phase 1C 1982 Renton Vocational Technical Institute 1986 Westeridge Plaza (2000 Benson Rd S) 1985 Renton Highlands Park and Ride Lot 1984 Windsor Place Apts. 1987 Renton Church of the Nazarene 1982 Isunset Trials 1986 Deway Rancourt Short Plat Yukon Office Supply (E Parking Lot addition) 1985 Reliable Distributors 1985—Wolf Bros Oil Co. 1983 Central Renton Professional Building 1986 Sunset Trails 1986 BN Auto Unloading Facility 1984 Stromberg Apt 901 Sunset Blvd NE 1985 BECO Phase III 1986 Phattuck Street 4 Plexes 1987 BECO Berkley Phase I & II 1986 Shohen Limited Partnership 1985 RAMAC Building 1986 Denny's Restaurant 1982 The Rainer Fund, Inc. 1986 Mr. C.W. Scott Tri-plex 1981 Benaroya Buildings 4, 5, 6, & 7 1978—Schooners Galley Restaurant 1985 Benaroya Buildings 6 & 7 1978 Les Schwab Tire Store 1986 Benaroya Buildings 4 & 5 1978 Sunset Office Building Project 1987 Henry Bacon Building Materials Site 1981 Safeway #553, NE 4th St & Union Ave 1982 Azalea Lane 1979 Village Square Shopping Center 1981 Main and Grady Site Supplemental Calcs. 1985 upset Auto Park 1985 Longacres Comprehensive Drainage Study 1983 Earlington Woods 1980 Loberg Olds, Toyota & GMC Inc. Sunpointe 1987 Lincoln-Mercury Dealership 1984 Sunnydale Mobile Home Community 1983 Leisure Estates North Annex 1978 Squeaky Clean Car Wash 1983 oll Business Center Phase II 1980 G & G Developments Ltd. 1983 indercare (Sunset) 1986 lOffice Building @ 6th & Wells 1985 ENCO 1985 itrust[Victoria Hills 1986 J.R.'s Garden Addition 1987 Valley Office Park II 1985 Valley General Hospital Civil 1979 Valley 405 Business Park 1985 Union 670 Short Plat 1983 Union 550 Condo 1984 Third Place Professional Building 1986 Parker Planned Unit Development 1985 Victoria Hills PUD Phase I (Pictures) 1989 Parkwood South 1986 Page 1 STMLIST.XLS Storm Drainage Calculations Title Year Fernwood 1979 Fernwood North 1984 Cedar Rim Associates 1979 Earlington Wood Apartments 1984 Cedar Ridge 1980 _ Evergreen West - Phase 1 1984 Geotechnical Consultation 1987 Grantor, Exit 7 Wetland 1987 Cypress Point Misc. Documents 1984 Fernwood N. Home Owners' Assoc. 1987 Crowne Pointe Apartments 1986 Fernwood East Detention Pond 1980 Crowne Pointe 1986 Hilltop 1980 Consolidated Freightways 1987 First Summit (Honey Creek) 1987 Chevron USA, Inc. 1419 N 30th 1984 Highbury Park 1979 Hertage Village 1987 Highlands Plaza Shopping Center 1977 Highland House Condo 1985 Heather Downs Short Plat 1985 Heather Downs Div. 2 1984 Lincoln Ave NE - Harison 1985 Hancheroff Professional Building 1985 Hancheroff Professional Building Revised 1985 Greenwood Memorial Park 1983 Greenwood Memorial Park 1984 Greenwood Memorial Park 1983 Gateway 1983 44 Renton Business Park 1985 Summerwind 1 1986 Summerwind II Summerwind III 1988 Summerwind IV & V 1989 Mystic (Sheets Unlimited) 11991 Page 1 Ai RF 1 /A RFC_ I T 71 N R S F W M SCALE 151 -M 409 Te M. MO/v CUBE 6V IA177 IL WACO AVE: NE. 4� NE. 20/h_ 57- E[.EV 4.d0.35- 4js iE- < U - N N ILLLJJJJ U 3 TEy pL SEI ¢ _ - i - I SE SE 100TH ST ! 1 E > 1 TH P 101sT aT La "� ST NE N W I ND z ; CT," HE - 'pR JEC ST WH 2 2 I ND STLI. �J f �al.O/ r Ay�> 2ND $T - PL - 1 1 T E K Eit/O �l�M 'T = w CURB S�lv of WE CT m �> SE 104TH ST 4.1 SE 1041H ST =w (� N NE <"c�t m 19TH -C ='� F IQ 1D57H ST � a I y �T t 17 CL/ T / �E 11 "48 �- TH �� cT T 1 O W I SE 107TH ST L �JEE�1� SNEE> 9TA 5t49/ 5'L� NF�15T"5T T3 _ m Z o< > /NLE _11A -Ns,N� kz N _ /C+��----^/� p/ f az o I 3SE �IIITH PL �J/4: S>f 6/^'/7 2 /1 'f 11 H iV Z �,�1 E 1127H (SE 112TH T t TIT" ` = a 1 hl OLIVER M ST SE 1127H PL w j > > 20 iry p ii�� CT 11T 3 W ST I HAZEN� SE a 113TH a ST C� q W Q / �-•y �• �f '••St a� ti G SE 1IITH PL > Q SE � 114TH K 5T //�G �. Y" p= NE MHPL '41 a >� W Fa _ ..NE. z10THwaT ~ i SE 1167M \\ I T Fo+ 4i SE 116TH r WT - o Erg 9,4 F I o /NL Ei� �A //t,�L 8 /NL sr,4:0,13G'.49-/9.3:4'><. ST4.' 0,143./B-la, 7� /NLE 98 i I VICINITY MAP S'; (%� 49 ^ /9, 3 'L TNPU GURi3 /it/L E T d NRU O'URB /NL ET (� � 7- 4 C B /NG ET V V,4NE0 CGi?ATE W/ (/AN GRATE 2O Ov4 7' CITY OF RENTON ROADWAY & DRAINAGE NOTES / Vl TfN�Pv CU g /NLE 9 2 M / 1. All construction shall be in accordance with City of o �� 21 �' i /5'WioE GR4 EL V Renton Specifications and Standards and the 1988 Z ti ACCESS O SEE V w p P �`cU4vE 0.47-A T/ON, EET 3 n! 741V15 s �-�- Standard Specifications for Road, Bridge and Municipal C. /s25. 00 N a — -- Construction. R = 4GY,.00 ' Uj o a = /6015'//^' 2. The storm drainage system shall be ` constructed 1/3. 49 ' 0 O �W i L according to the approved Tans. An deviation from 46 DU 2/�8so - — g pp p Y B1 - — _ 0 �� Q \ I the approved plans will require written approval from INLET #4 / LET48 the City. A copy of these approved plans must be on the job site whenever construction is in progress. - � ° 13,2�8SF / I /�50 ^-/5,2 %Yl /5. zL{ 9 .1 \ i� 9TA: C� �5' 1 r4,1VEO GRATE l w LIAAIE0 GRATE 0 O C4 O / �T k T)/ (h I I 3. Before any construction/development activity occurs, a C V 7ATA c�j .00 / � 8 47 4 �Ji� a pre -construction meeting must be held with the City. O 9 7 S F a= 2c'a / Q 8 �/^ BSo� �'$, 3 L= a•54' yt / _ 4. Locations of existing utilities are approximate. The �� Cf.3 4 TYPE ZC-4B" TYPE _ 54 g pp Contractor shall be responsible for verifying the `T A� r S7-A: /� 5 "Lr: - /NLE7--yr8Q //' 8 50 �� \ location of existing utilities prior to construction. CO^/ST vcrlon/ CAP EI/O �' � 405 P/FEE `` N p g ¢` CURV !_7G1TA � /N7.d= �� p purpose of assisting Utilities shown here are for the LOCATE w/' 2Xa �osr R _ R o � 2•100^-/ '�/ /I/LET.1' the Contractor in locating said utilities. Contractor f?00� 01,?411V TO BE � d = ?3,33 3' PC. ',3,,79.Gd pP w Erg ors � �60 /52Lf shall contact Underground Utilities Location Center (1- 001V57/OEO �C STRIJCT/4N I 3f2/.54 �,\ construction and obtain on -site utilities locations. A CONSTRUCT/O�' OF o� r = 74.a0' � Qf- 3F ,� i's=3D I 800-424-555�) 48 hours prior to beginning of i \� OIV15/ON #4 5TO.RM p �+ r ,/ ,Sr 5 . Plans showingall underground utilities \• _ i / �'B .� TYPE -49 / Q"5'L�. I o provided to e City. Plans for water and sar. be STA:,. 2-5 Sis V S o I p Y sanitary �' A ROOF C744/it/ 3 . a sewers must be provided prior to the pre -construction P/G'AG) �, �� ,�� S R /2 GP. __ �- - _ CI -IA R MP � � � l - 1--. o , o meeting. Plans for all ether utilities must be *- provided prior to the installation of road base course materials and must show the location of the measures TNRU / �.. L which will be taken to prevent soil erosion and , 4o=G''�PERATEO •j� T _ __ sedimentation. ,� N j � � th s .22 tiIs �� .✓ ti 90 SF /PE. SEE OET S EE7 n 7 �'�� ?� � NE � � � � w�T INLET 4 Q � 2s � I 6. All sedimentation/erosion facilities must be in 6+ q "� s � �c ,ROp.�' O.Q4/�S/.� operation prior to clearing and building construction, \ , INLET 2A a 34'�8 SO /� �' ! and they must be satisfactorily maintained until / , ♦ E construction is com ti6 / 5TA:0*¢722^-/7.�%P I V b ' ` ¢ pleted and the potential for on -site 0 41E ------ _ ¢s erosion has passed. A41 _ L®/ /Q I t\1 ^� \45�9 �G' c\,�S `\ 7. ALL RETENTION/DETENTION FACILITIES MUST BE INSTALLED �a .► �. AND IN OPERATION PRIOR TO OR IN CONJUNCTION WITH ALL �"' ` Park ' h a// AOS RO 10KPd / W CONSTRUCTION ACTIVITY UNLESS THAT ACTIVITY EXCEEDS THE PT. a"'53. a l a s,�o �� W I 1 I CAPACITY AND INTENT OF THE EROSION/SEDIMENTATION '�"� SU \ CONTROL FACILITIES OR UNLESS OTHERWISE APPROVED BY THE ��a,vsrRvcr� , o CITY. a690 0 3� o 78) 2 SFeCURVE oQrA `' v� ---\ 1� �_ C'U CT/Uw R= �1oO.00' 65' I 2f� Q I 8 . All pipe and appurtenances shall be laid on a properly NBTRIJCT/O/V �. A O,QTA \ 4 = 08°Oo'ce � `� � 53,1� �h2' � W prepared foundation in accordance with Section 7 �� G' /O b A 02. 3 (1) of the current State of Washington Standard y ✓ ® / �� I 0� 5"4/" 8i 55 p h,01 Q� Specifications for Road and Bridge Construction. This 15.43 o QC R Q5 I shall include necessary leveling of the trench bottom or the top of the foundation material as well as 71/7. o INLET # 7-A J Q + I v placement and compaction of required bedding material # \ N to uniform grade so that the entire length of the pipe S74: �1<z�. /52iQ/ - - INLET % '� I pp Y yielding base. 6) N a will be supported on a uniformly dense unyielding N BD° 2Z' 08" WR 5D.6,2,- o If the native material in the bottom of the trench / el 8"S0 Z meets the requirements for 113ravel Backfill for Pipe . 2 A / Al 3$ �� n Bedding" the first lift of pipe bedding may be omitted /.l W STA:df32,57 END COAST. #% 7' 48" ?7 provided the material in the bottom of the trench is o 1A1,574LL f3ARR/CADS STA ¢<Z Lf loosened, regraded and compacted to form a dense p• ,� o SEE 4O1. 4/L, S''1 _."43S84.5F, unyielding base. gD D C Q_ \ 4 '\ v 1,� N 9, Galvanized steel pipe utilized in drainage or detention 3� DD '\�Q or~n facilities shall have asphalt treatment#1 or better S>o 12 0 inside and outside. 10. All drainage structures not on public rights -of -way B86 35'II W shall have solid locking lids unless otherwise approved 5' 0110E EST-/ W,4L1<,W,4Y Zolo•dT' by the City. Q 5EE OE /L 5 ET �{ a � b\ • i� to 11. Structures shall not be permitted within 101 of the OL;Rc- spring line of any storm drainage pipes) , or 151 from the top of any channel bank. j DD 1 .f4L�s 12. All metal driveway culverts within City right-of-way .j')"" must have concrete or masonry headwalls designed to be TV- accepted by the City. e o. 3a7 4c ,e III. 13. All building downspouts and footing drains shall be A(1 IJ 1\1 P I -�� r r r ram a connected to the storm drainage system, unless � 51 AC a 3 Ac. �r�� T� 4 � ., �� otherwise approved by the City. © 14. Open cut road crossings for utility trenches on Ui-t.Ac. RerAtexisting traveled roadway shall be backfilled only with Mob), ��--r pea gravel or 5/8 minus crushed rock and mechanically •�`' �� compacted. Cuts into the existing asphalt shall be '-'- neat line cut with saw or jackhammer in a continuous `• -'��1-AG �~Ti°s�t"'a� line. A temporary cold mix patch must be � p Y p placed immediately after backfill and compaction. A permanent hot mix patch shall be placed within 30 days and shall be the thickness of the original asphalt or two inches, whichever is greater. 15. Construction of dewatering (groundwater) system shall be in accordance with the APWA Standard Specification, Section 61-3.02. 16. All disturbed areas shall be seeded and mulched or otherwise stabilized to the satisfaction of the City for the prevention of on -site erosion after the completion of construction. Grass shall be established by hydroseeding or as otherwise approved by the City. The performance bond will not be released until the grass has been established, unless otherwise approved by the City. 17. Rock for erosion protection of roadway ditches, where required, must be of sound quarry rock, placed to a depth of 11 and must meet the following specifications: 4-811 rock/40-70% passing; 2-411 rock/30-40% passing; and 1/2-211 rock/10-20% passing. STA - 0 0o BE-G/ sr. 34W C!/T EOGE EXIST. I,a VM -tT ,0( T.4G'� CD.q T GiQ/O.Q T� P,4 V/NG I P � 0 CB 5 TYRE 27 - 97A 33,9e^-/0, DJ 1 S-- I I I I I I C,6 10 W t > GO Z Cn N Sawa� LU LyEi cc C-0 JS 0 Z_ q r i ►ENE-<) Y 9 t��tt••s'•c 5-18-88 "" 00 Ln i r r t� � z � y o co ell 0 o • d �i 3 `o Qp 03 Z r Q W_ O V u V F_ i q1 W 3 c LvY Z O U) 3 cc W H Z Q a W Q _Z Q 0 Z{ NOV 22 1988 SHEET NO. of 8 O FE 4 Z O H W M LL O F� A JOB NO. 88--80 1 8