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Home My WebLink AboutSWP272244 Technical Information Report Good Chevrolet Renton, Washington 9563 Prepared for: The Willian Walker Associates 11000 Whiteconb Place Edmonds, Washington 98020 (206) 774-5038 Prepared by: Pacific Engineering Design Inc. 130 Andover Park East, Suite 300 Seattle, Washington 98188 (206) 431-7970 1 $ AL October 31 , 1995 1397 RrvKrO Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET IM;1-31 i-iJIM I I I -- ESE= WZE�, Project Owner / oco Cn�-yrc c� Project Name �-- Address /3Gk 23L �GS7 Location Phone 2'i--Z6'o0 Township 23 rY Project Engineer GILc_ 4,, 7'u Range 43 Company 'A�s(-;C rnl,rn _,Li�rh ">ri, l7L Section �9 /�i)T�cv, /l�. /� Sr n if cc Project Size Address Phone l30 �• r AC <s I ;; ri 7 o Upstream Drainage Basin Size %AC . 371,71 Subdivision � DOF/G I-lPA 0 Shoreline Management Short Subdivision COE 404 Rockery Grading DOE Dam Safety Structural Vaults EEI Commercial FEMA Floodplain Other 0 Other COE Wetlands HPA Community 2r n-MV7 Drainage Basin SP2rr1c,132GaiL G2r6 t3( A l R.IyT.�L 2i�� 0 River Floodplain 0 Stream Wetlands Critical Stream Reach C] Seeps/Springs 0 Depress ions/Swales High Groundwater Table Lake 0 Groundwater Recharge 0 Steep Slopes Other 0 Lakeside/Erosion Hazard Soil Type Slopes Erosion Potential Erosive Velocities Vr ( 1/ai�A11 CG- 5 "7, SLiG hT L "�rC O Additional Sheets Attatchod O 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . • REFERENCE LIMITATION/SITE CONSTRAINT ED Ch.4-Downstream Analysis nc, 0 a a 0 a F-1 Additional Sheets Attatched MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities ® Stabilize Exposed Surface Stabilized Construction Entrance Q Remove and Restore Temporary ESC Facilities 0 Perimeter Runoff Control ® Clean and Remove All Silt and Debris Clearing and Grading Restrictions EEI Ensure Operation of Permanent Facilities 0 Cover Practices Flag Limits of NGPES 0 Construction Sequence Other Other Q Grass Lined Channel 0 Tank ED Infiltration Method of Analysis 0 Pipe System ® Vault —'NET 0 Depression Sc lid) Open Channel Energy Dissapator = Flow Dispersal Compensation/Mitigation [� Dry Pond 0 Wetland 0 Waiver of Eliminated Site Storage 0 Wet Pond 0 Stream Regional Detention r Brief Description of System Operation c,; L-- Facility Related Site Limitations Reference Facility Limitation Additional Sheets Attatched i)c,� Drainage Easement ® Cast in Place Vault 0 Other 0 Access Easement IEZ' Retaining Wall Native Growth Protection Easement 0 Rockery>4'High Tract F-1 Structural on Steep Slope 0 Other 7I or a civil engineer under my supervision have visited the site. Actual site conditions as observed wore incorporated into this workshoot and the attatchments. To the best of my knowledge the Information provided v here Is accurate. 1/90 TABLE OF CONTENTS PAGE I . PROJECT OVERVIEW . . . . . . . . . . . . . . . . II . PRELIMINARY CONDITIONS SUMMARY . . . . . . . . . OFF S I TE ANALYS I S . . . . . . . . . . . . . . . . IV. RETENTION/DETENTION ANALYSIS . . . . . . . . . . V . CONVEYANCE SYSTEMS ANALYSIS . . . . . . . . . . . VI . SPECIAL REPORTS AND STUDIES . . . . . . . . . . . VII . BASIN AND COMMUNITY PLANNING AREAS . . . . . . . VIII . OTHER PERMITS . . . . . . . . . . . . . . . . . . IX. EROSION/SEDIMENTATION CONTROL DESIGN . . . . . . X. BOND QUANTITY WORK SHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT . . . . . . . . . . . . . XI . MAINTENANCE AND OPERATIONS MANUAL . . . . . . . . G 0 0 1 . PROJECT OVERVIEW This project is located near the northwest quadrant of the I-405 and SR-167 interchange (see vicinity map) . The northerly property line abuts SW Grady Way, the westerly property line abuts Lind Avenue and the easterly property line abuts Maple Avenue SW. The site is bisected by both SW 12th and 13th Streets. The project area (including the SW 13th vacation) is approx. 7. 1 acres. A portion of adjacent property that fronts Maple Avenue SW and SW 12th Street will remain unimproved (the Del-Mar building). The site has 5 existing houses, 2 of f i ce bu i 1 d i ngs and 2 o 1 d house foundat i ons on-s i to. Two of the f i ve houses are abandon. Both SW Grady Way and Lind Avenue are improved with curb, gutter and sidewalks. SW 12th & 13th Ave's and Maple Ave SW are unimproved with only minimal asphalt paving. The site is fairly flat with a slight slope to the southwest. Most of the site has tall grasses and bushes. There are some trees located on-site with a dense tree area located next to Lind Avenue. There is an existing sewer main located along the alley between SW Grady Way and SW 12th Street. There are existing storm pipes and catch basins along the slope next to Lind Avenue and westerly edge of Maple Ave SW. Both of these storm systems drain to a lower area next to the 1-405 and Lind Ave bridge. There is a 12" water main located in Lind Avenue and Maple Avenue SW, a 6" located in SW 12th Street and a 10" located in SW Grady Way. The proposed development will be a Chevrolet retail dealership and service building. Most of the site will be parking for the vehicles with minimal landscape area. SW 12th Street will be improved with curbs, gutters, sidewalks and landscaping. SW 13th Street will be vacated. Maple Avenue SW will remain unimproved except for some landscaping. The project will provide storm runoff control for the Good Chevrolet site and approx. 1 .45 acres (two parcels) to the east. An underground wet-vault will be utilized for storage & runoff pre-treatment and a water quality swale will be utilized for final treatment. 5 y - f ' zriw,75 Ou 91 —�� SEE 655 HAP —Z COPYRIGHT 1991 itlQ6V?4V/y --- ONCSBALE :14 AV 12 Sid "" --- ---- - m � �, H MTN AV S V PACIFIC AV SW �a A �'N(t N, 5 Y N BOTH -AV S ELL yP le i a0 PW _ 1 g NEWS Of w, A w N v rFLA AV SN _ GIA�l 1' +!�SA'F`S`esilx Ar 5 y �J y8AT11 yt'S 7 v2 �' �• 9 z u S NECAV SN 9 G r Ar �I to z Y y»,. •(ts M.hI LINOS, ,a SENEGI� oA" v AV AVKw- Sit L ND V SM A�Ib Ay -- E'Ys o_ _._f',�q- R-. 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'� >' � 147D v `a •etoil '-- 110Ti1 - >a N, A°• 's Ir st n k s` 4 _ k _ k --- _ _------ alr. Y Irom OI,�' r Er IA1gD Ar c_ 173x5 ®i 8 1; 1x (AV AY' A cty''s4 4, `,� Nk ASIR._" a �. SE 11aT11 AY Ar x ,ti '� usl Ar fb E a y A R I'm{j-SE I• j 15 NLl►I , R' lud ra st z larlx larx Ar x 7i_ ,r ❑v AY _SE s, Is°t of AY i 1ABtx SE /•k t '+"" .I''It,A�a° tr A S[ 7/�� L+9FN n x o� (r nu.__!IQTM-. AY -SE.....L148MAII SE i N S.M. GOD" I �.YI 12Tti _ I % < - I . 1NT£RVAT£ 405 I I � I S iTG PLAN O LEGAL DESCFUFTK)N PARCEL A: LOTS 1 THROUGH 13; BLOCK 27; C.D. HILLMAN'S EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE DIVISION NO. 1; ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS; PAGE 74; RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY PURPOSES, BY KING COUNTY RECORDED NO. 5429708, TOGETHER WITH THAT PORTION OF VACATED ALLEY ADJOINING AS VACATED BY THE CITY OF RENTON ORDINANCE NO. PARCEL B: LOTS 50 THROUGH 57; BLOCK 27; C.D. HILLMAN'S EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE DIVISION NO 1; ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS; PAGE 74, RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY PURPOSES, BY KING COUNTY RECORDING NO. 5429708; TOGETHER WITH THAT PORTION OF VACATED ALLEY ADJOINING AND THAT PORTION OF VACATED S.W. 12TH STREET ADJOINING AS VACATED BY THE CITY OF RENTON ORDINANCE NO. PARCEL C: LOTS 1 THROUGH 12; AND 51 THROUGH 62; BLOCK 26; C.D. HILLMAN'S EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE DIVISION NO. 1; ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS; PAGE 74, RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT PORTION OF LOTS 12 AND 51 CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY PURPOSES, BY KING COUNTY RECORDING NO. 5428429; TOGETHER WITH THAT PORTION OF VACATED ALLEY ADJOINING AS VACATED BY THE CITY OF RENTON ORDINANCE NO. 3346; TOGETHER WITH THAT PORTION OF VACATED S.W. 12TH STREET AND THAT PORTION OF VACATED S.W. 13TH STREET AND THAT PORTION OF VACATED MAPLE AVENUE S.W. ADJOINING AS VACATED BY THE CITY OF RENTON ORDINANCE NO. PARCEL D: LOTS 1 THROUGH 12; AND 14 AND 15 AND 47 AND 48; BLOCK 22; C.D. HILLMANS EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE DIVISION NO. 1; ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS; PAGE 74; RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT PORTION OF LOTS 12 AND 51 CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY PURPOSES, BY KING COUNTY RECORDING NO. 5418719 AND RECORDING NO. 5441280, TOGETHER WITH THAT PORTION OF VACATED S.W. 13TH STREET AND THAT PORTION OF VACATED MAPLE AVENUE S.W. ADJOINING AS VACATED BY THE CITY OF RENTON ORDINANCE NO. _ Lr 4AL Gov AHT tt 4 M BAZAR 2 22Ac -- ------ rr 64 tt ,6 Ac _rl ar L s 0.65 A r t 70 a q 29 62 AL. r --- f'AGIFIG CURS( � lT- R CO Co. (� �.379.� h �,1 .3179 1 58 Ac i IOAc, /t �12o NORTH RN � ra TOPJ �� l 3 16 JnLlr� — . WAY _ � 1110 9 A 14 ' P � R p Y y� ' i9 is I�' (� ' �• � G '�14 2� n 21 20 41 49 � , t a 21 26 2S dl,42 43 45 40 V. ' 3 Z. ,I 35'h6I31 rl 30, 1� 1l o "a 2 6 5 4 „ `31 32 33 i, isc 0 91S W IS251y� 5S56I'2 2 s r. I , �, `rs ,4 �, 12 I►` � � �a e4 I S Q � t _ 19tia n 16 ► I - � 51 n i 30 ` "'i 127 H �5 2d 7� 1 21 20 42 � as a a9 160 ,., ld 21 4 dJ , 'o 6 4 �3 _r a ) 5 30 30 II 9 � 6061 152 53 54 55 56 ro 44 ° 30 10 J _ 13 12 II I� r, 1 '° 4�3 2 1 W — �Q9 14 .S O U t h R e n t `o '1 jp0 .•pI/E CROSS/Ni ACCESS—� O 7. _' _ PON� E CROSS/N SS/ T•,— [/n-,/rE0 ACC ES$ --1' 20 1Q15-- $02 I : n t e r c ,Iq(j�o 23 36 PA n, �• �1: Q 24r 35 �a 3t, _ I,z ,Ww L AnA �J II . PRELIMINARY CONDITIONS SUMMARY The site is fairly flat with a slight slope to the southwest. The surrounding roadways (Lind Avenue, SW Grady Way, Rainier Avenue South and the 1-405 on ramp) are elevated above the average elevation of the site. The site does not appear to have any off-site drainage flowing onto the site (except a small portion of Lind Avenue) . There is a single discharge point near the southwest corner of the site. The USGS topography map, Soils map and Flood Insurance Rate Map have been included in this section. u N I i'LU STAT UNI 1p DEPARTMENT OF TH TERIOR DEPART' GEOLOGICAL SURVEY - C_ORF 122*15' s ono., d7°30' 57 E. R.J E. R. 5 F. 1^,FA rrC£(rrry o o)r0 MI.112r30" n e r ro wrERSrArE 90!� � r• t. y ham,:• E''`s' 8 . 160000rs N. �: °° �►- �, 1 rQN'� ' 'A a oRT'. a BM I O field �_ I 54 — z1r•.i t • ?arK , ��c tj l Yam•_ —'�-�+ •� = �4�. �, , '•,Z..,� '` <P' .•�• t.` '� � ��y�%� —�i}. � / ii;��/ Alt''= 5/ RAILR OAO—_ ./ Il N�''yI N2\, !,\ * ■ _i�1 h /% -• !' i J ■ ,. , \5:58 ---- ----9M -----=__ I -11 � JI ,� I:y l: 1 C.�f�'• ^—- 3 ", ,• it t ■,,'. , � � �.� `\ 3,jlf Course 1"'•. •, , 3pfHC 0 M �l 1 ' 1 24 join ... I t-'/ 5257 ongacrei' 1^ L„ \� ` : %i a I; ii. �• 1 ■ Ric¢ ' .. I 1 1 s=a� .. .��'It'' lOS• JQ �•i _ 1, I ��iM" 8 W.A. I� Ii�irack �� 1 ,\•:_ni;•�/•ten'• •mot_ ,1i_ '�-�� ••:• ' 8M 1291- 2 1/ 2 7"3 0" ,. .� ` nl' Ih, .I I' '•111 1 ., Z 1 ,..�% Reservoir � .u' • I. /'�/� o� � C 1 1J 5:56 JI li\ I 2 --- ■ r 11 ld ''..: :: / r ABM t�' i l(L:: of 1 —• 1 � �I 26 25 ■30 ;I =_ .r�M: IEl 29\*. I UI i 169, `12U3 I• .I OJOLL IRA' Kilt HE H11- WV +;`..-7,iih- cz "..p rA ii: Ito•<4 [ENT OF AGRICCLTURE • ERVATION SERVICE 1 122°15'47°30' P R.4 E. R.5 E. XSEArrLE(CITY 0.110 M1.112'30" 4 MI. ro 1NrERSrArE 90 VA 39Q Apr lat 16 No m Blg River �' ;f II T r Ir 1 1 � � i•n.e® .� •I 9 T 1 � � �lthleUcl rr: ;•. 1 ••ram bsta>. .I BMT• ' Cto 'field a i 1912J05 9M r �,7 -Is �e 4 r -A asab�tt rk w O IBs BeD I J•BeC r� • it an 19n _ ••. IN 3 ;�. T .�• Sc I w19� 5t ? RA ROApr� .. -.. �fl I �'•• + !. �..1 \ 3 � • �. vC I ! Wo I:• Ca Lac WO .•a �. —t' y Ur InC N p� Ur 13 --- i I •. I _ g l t BeC 1 py Golflurse I . 14 _ Wo I o. ( Ur I I _� . r AmC BM \ /� '• PA 11 a j' I I 3 In aj 30� = •�• \ Sew ge 0pTHF1I - --•: u1sp al son tu h 2 Ng Ur Ur -�--'- - 'Subs( AgC WI 1 J :12t7 :• r'Q 'A D O LPN ��= I 1 Pu Ur :•.•: } i. 1 Ur I wit R 'il I a�l •�.o.i 105 M/ Ur Y I Wo BD inBe • 1 1'I I I .N •.'I •'I U II• I •• i ° •I Track �_ ;ii• I �AgD 27'3011 Ur R s rvoir I `••"�� py mod O So Tu ...� •I I \) Z W j Pu n Sk ►/ Wo 1 Pu 0 ® I 1 Ir �) 25 0 IBM 29 U �r 9203 A C VI 7 160 i g / . I �� •I n wo L,SUr I 1 C)3) 1 .; ^Alp Wo t O -A - iyi.Trait�� jV/��• _ :/•��y _t'.L..T� • ��'t. '��'M--�� ' !gig - ..'' � • • _-sue.: ,,�,ti�.' ` �• ': s r Ate; __ . :.:._ -r"-'a 'r ♦ 7` t�1�'j!j• .��i-alar- :•t.Cr7�•K'v •�' � ♦ s � _ .. w*;,= ''ram o•" S' �r -'�•� - ,�;�• :.+��•^if'-'�K;s•,-:-�•• 'tL�'�;6� '. /:'-:�j� � .:see- •• - ' _��.��'a ate::.•t. '<r _•r..: �•`i�r'� j • • III . OFF-SITE ANALYSIS LEVEL ONE Runoff generally flows across this site in a sheet fashion towards the southwest. There are three existing storm systems on-site that also collect and convey runoff towards the southwest 'property corner (see enclosed map) . Runoff from the site and these existing systems collects into one type II manhole located near the Lind Avenue bridge and 1-405. An area just south of 1 -405 also drains to this manhole. Runoff flows from this manhole towards the west under the Lind Avenue bridge in a 30" concrete pipe. From there runoff flows southerly under 1 -405 in another 30" concrete pipe to an open ditch. Runoff flows in this ditch westerly along the south side of 1-405 to a pump station at Oaksdale Avenue SW and 1-405. This pump station appears to have been installed because Oaksdale Avenue SW was constructed under 1-405. From there runoff enters Springbrook Creek and flows northerly through the Black River and ultimately the Green River. 05, s L 1 l L � cn -----L. � �I I t21 !Cl �� 4r -� -�/ ('�- _ fi-c------ f-�r�`T'f'-- �•I � J .. � i � .! ... 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C.r Kr• �/ l I A •� t7 n.a'G:02 1 _, r t S il• �� ,,tom" 170 Ii n.c°tt` IS"^ •1 Iw _ r•ScrL _��`� r 'ST:591in . •,: - 7 ' I i=¢ I 1„ K_aS• E:OI . �pt 'lI1 KICSI :1f'{ . 91 '! •1�\- K] C. r 1-t Z �V'n�(r•o►'C R y I St. r I "�� ^r td.�N°f,USII ,•T"'S�' 6, n •,;n:.Z,u¢ �• It f Ili• Q �J rM ;C o; !/ �5 i _ �.R-K:C'iI� .'�• .Y !�: ;O{,/I j•Si:S 'Olill. nl � G • ,: cn .a' I �t•`,fps .,^ a�II•�"arf'Ei� �. y:.'i' ,:•• GM µ,y N �;tiplII. ISt s.glj ' qs �N, N✓y _ri,... �' • lam IL.�✓� M•' �J L.G 2!ICI'r. PJ Z2 -:� «r7L E1 �w�,:Lo � i.c.T' 'S••�'. � �.� � J'%Y•i ;tn '117 .0/. :. � S1f.1!. + �. [• � � ku E-�fl�� :.t.•;5.6GI F`'• - I I ^�.: 'II •�talE rc ' I®� I ' E„i`•'•q; 4e35�J r,'�._{a� 'jayj IL`� r er, •.r• �s: �^.� f'11 ". - .�� 2 l0 421 P.erIrw a Ic• _...t I :I . I `�I ^Pv'Q oiIzr T'�' Ci:1"iI ti"Sif l:•:.7�J °I_ I •.I I - ... A � a.a• •,. i I I, �� E .� Aill(�-nl_n M .. .•n'i I _ o 101::: I,C.I f'fl III i t j� THIS INVENTORY INFORMATION FOR THE STORM DRAINAGE SYSTEM IS SCHEMATIC ONLY. IT VAS COMPILED FROM NUME SOURCES, 1T IS THE BEST INFORMATION AVAILABLE AT THIS ND SHOULD BE USED FOR GENERAL GUIDANCE ONLY. TIC CITY WNTON IS NOi RESPONSIBLE FOR CRRORS OR OMISSIONS. VHLN TIIIS INFORMATION IS USED FOR ENGINEERING PURPOSC S, DESIGNERS ARE TO FIELD VERIFY THIS INFORMATION. SEE SHEET 16 ZLr2-I SW 3 7TH ST 3 zLE2-s zLrz-2 � w 2Lr2 W > 2Lr2-1 Q 2LC2-1 ¢ 21E2-4 -LC2-2 w E2- ¢ Q J v z1.n-e Er P w 2LC3-1 Q 2LE Z 2LC3-3 z w H 2LC7-3 w I 2LE7-1 21,E 3-11 21,13-2 _ 'LC7-7 > / ¢ / _r 2LC7-❑ ZLCJ-D 2LE3-to -- 2LCJ-10 2LC7-9 .r 2LE3-1 C7 21.13-2�-- 2LE3-9 2Lr3-? Z 2LC3- 2LC3-3 LE3-7 2LC7-1 21.C1-9 ZLCI-lo 21,03-1 � / c EJ-G S 3-1 Z l.r,-II 21.114-8 ?LC4-3 21.04-9 21,C4 1 21.C1-D� 2LD1-0 , 2LC1-7 — 21,C,-6 ` S 21 1-9 2LD7-7 II-5 21I,-ID ZL94-7 2LC1-3 3 2LD7 2L31-6 / 2,CI-2 N ~ 2LB1-1� 2LE1-2 / 21. 4-1 (`T v�` -i I \ \ ` J 1 2LC1-3 I SW 2L 1-3 1i � � 13 ` 21.E4-6 > • 2LE1-1 2LF4-2 r > S ` ZL BS 5 I 21,D1 1— 2LC1-1 el. -1 \ 2LB5-J 21,C5-7 -1 2LB5-2 I-405 1 LLL zLrs-1 / 2LD5-3 J D J ¢ — 2LD7-2 21,D5-1,D5-4 w 2LC5-2 2LC3-3 w C='1 ` Z [L 24E5-7 H J y_7 2LE 5-IS 6TH 21•"-' 2LE\ =I.DS-� 21,D\7 21,D6-13 S'T 2LD6-I 21,C5-17 1 5-19 21.C7-14 2LE3-I -921,l S-itl 2LC5-16 21,1,6-11 21.06-12 2LD6-I5 I ___ ---- 211E6-6 _- 21,E6-7 � 2LC6-2 — c1,DL-5 21,D6-1 q � I 2LC6-1 21.D6-10 21 C6-2 � ` I 21,C6-4 21�'-• \ 2LE6-9 ` ZI,DL-9 21.DG-B _ ?I,r6-, _ G iT'`1 Sl'a✓!M M AP 0 0 IV. RETENTIONLDETENTION ANALYSIS The site has been designed to collect runoff from the entire Good Chevrolet site and a smaller (1 .45 acre) area just to the east (see enclosed map) . This property to the east is anticipated to be mostly parking lot with very little landscape area. Runoff will be collected via catch basins and roof drains and routed to the wet vault located along the westerly property line. Runoff will discharge the vault and flow through a water quality swale to the outlet point near the southwest property corner. The detention system has been sized using the 1990 King County (updated) drainage manual . The facility has been sized to limit the discharge from this site to the 2, 10 and 100 year existing release rates. The developed 2, 10 and 100 year f 1 ows w i 11 be routed through a tr i p 1 e or i f i ce d i scharge structure. The wet-vau I t will have approx. 3 feet of dead storage to act as a bio-filter/pre treatment system. The wet-vault installation has been approved (in lieu of using bio- filtration and a vault) by the City of Renton. The controlled runoff will exit the vault and flow through a water quality swale. This swale has been sized per Special Requirement #5 of the King County Drainage manual because of the exiting Class 2 stream within 1 mile of the site. The water-quality swale will be approx. 200' long by 30' wide. Runoff depth for the 2 year event will be 0.25' . Side slopes will be 3: 1 . A portion of the swales width will be constrained with a retaining wall along Lind Avenue. The total surface area for the swale will be approx. 6300 sq. ft. All of the detention and swale calculations have been provided by using the "Waterworks" program. S W GitA�Y NAY _. - � T^�+ i ,+•S� r i LAI Its W , • i1" i Fl7v(& I -. I , I I06vr.7l.&(-MrZ'»T PROPOSED 11A1�R`r I =- - i.. —-- g!tT, , rL. I , BUILDINQ .C. 405 _ f i •� � : � .:: ' A�..� MAP PACIFIC ENQINEERINQ DESIQN INC. roe Z, :� C,,r_--✓ M °17 G CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. OF CALCULATED BY DATE �"k1ST1n�� C6 .��rC7a�a� . -o .. .. ,OS 14 ny .VA. !YT .G�z :....... :..... ..... °...... vin-ti . ..........;'' ... .... '.`' ......... Q IJ .._Af�..... rkl�Tlr:?t,......1. . l✓Sr ..._. = ,... Z O 7�.;rLLLtn'. } Vn rrS . r4. �,? Ss .. GRJ�..._. ..... kk ll lxlS.rn►-k 5��. 5..: ._.. brQ�SI�r1 r.►. t/� ...... Soil, . C(Ar s. _.._ .... :. �421 4 .... hsr.. .. o►. . wrt, � ;. '_r�'' Ch ...........r...rz v� ;.. � ......_ �h ...�a� ?v� r, ..... ...... ..... ..... ...... .,. .5..,.1...... ? hti...:......._ .. .... .�'�.:2t .....- 75.7� R.Z... ... ......................................................... ...... ...... _;. .... . IM��2vIW� .�:.. �� .7u X 7,.�sue. 1 jG AL L� `�. .t................................... ...... ...... ..... ...... ...... ...... ..... ...... ...... ...... ...... ...... ..... ..... ...... ............. .......... .....<. . lG...lr. .<.Srrr.�T 5G0.. ...:. Gh/kf►rK,.. S. . _1TLh� h . ,� Vr �......_......._G.... a ..., P�, .vic✓4 ........-........L- St r r�... ;.. =.. . .C1;2�7 AL .,........... .. Gh A:C ..... ..... ...... ...:SU �� SM�,r I . j:LU ( t,A,y. scni�r �,2�SS� .. .S�c�� .... 7SG �� f'inr_ I 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431-7970 FAX:431-7975 ,le 0 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP* Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Oval[ C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Sala[ C Everett A/B `Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. From SCS, TR-55, Second Edition, June 19M, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988. 3.5.2-2 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.213 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY LAND USE DESCRIPTION HYDROLOGIC SOIL GROUP A B C D Cultivated I nd(1): winter condition 66 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 or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 Orchard: 86 with cover crop 8t 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 66 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. Open water bodies: lakes, wetlands, ponds, etc. 98 98 98 98 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1. 15 5 p DU/GA Separate curve number 1. DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 3.0 DU/GA 3° impervious portion 3.5 DU/GA 38 of the site or basin 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 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 11/92 ZZ En , 1 :Ic F' lr'sj Design I* page 1 Good' ("h:Dvi leiet BA')IN SUMMARY BA'-:,IN ID - AiO riAME Day .IoP ,d 10 Year SBUH METHODOLOG�*JY TOTAL AREA - - . : 7 .OS %eyes BASEFLOWS : 0 .00 cfs R,AI L1_ TYPE: . . . . . !iSE PERVIOUS. AREA PRECIPITATION . . . . _ . ?0 inch e:_ AREA 0 .26 Acres TIME !NTERV.AL . . _ . . 10 .00 min CN . . . . 92 .00 TIME OF CONC . . . . . : 20 .81 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . , 6 .79 Acres CN . . . . : 98 .00 TcReach - Sheet, L 50 .00 ns : 0 . 1500 o2•yr : 2, .00 s : O .00SO TcReach Channel L : 750 .00 1:c : 21 .00 s:O .0050 PEAK RATE : 3 .99 cfs VO_ : 1. .55 Ac-ft TIME : 480 min BASIN ID: A100 NAME : Developed 100 year SBUH METHODOLOGY TOTAL REA . . . . . . . . 7 .OS Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION - . : 3 .90 inches AREA . . : 0 .26 Acres TIME INTERVAL . , , . : 10 .00 min C Nil . . . . : 92 .00 TIME OF CONC . . . . . : 10 .81 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 6 .79 Acres CN . . . . . 98 .00 TcReach - Sheet L : 50 .00 ns : 0 . 1500 p2yr : 2 .00 s : O .O050 TcReach - Channel L : 750 .00 kc : 21 .00 s : O .O050 PEAK RATE : 5 .44 cfs VOL : 2 . 14 Ac-ft TIME: 480 min BASIN ID : A2 NAME : Developed 2 year SBUH METHODOLOGY TOTAL AREA . . . . . . . : 7 .05 Acres BASEFLOWS : 0 .00 ofs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 .00 inches AREA . . : 0 .26 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 92 .00 TIME VFW CONC . . . . . : 20 .81 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 6 .79 Acres CN . . . . : 98 .00 TcReach - Sheet L : 50 .00 ns : 0 . 1500 a2yr : 2 .00 s :0 .0050 TcReach - Channel L : 750 .00 kc : 21 .00 s : O .O050 PEAK RATE : 2 .67 cfs VOL : 1 .03 Ac-ft TIME : 480 min 23 0 0 AC/31/95 Pacific Engineering Design Inc Dage 2 Good Chevrolet 9 563 BASIN SUMMARY BASIN ID: a10 NAME : Existing 10 year SBUH METHODOLOGY TOTAL AREA - _ . : 7 .OS Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPE . . . . . USER1 PERVIOUS AREA PRECIPITATION - . : 2 .90 inches AREA . . : 5 .29 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 92 .00 TIME OF CONC . . . . . : S2 .87 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . ! 1 .76 Acres CN . . . . : 98 .00 TcReach - Sheet L : 300 .00 ns : 0 . 1S00 p2yr : 2 .00 s : 0 .0065 TcReach - Channel L : S00 .00 kc : 17 .00 s : 0 .006S PEAK RATE : 2 .30 cfs VOL : 1 .30 Ac-ft TIME : 490 min BASIN ID : a100 NAME : Existing 100 year SBUH METHODOLOGY TOTAL AREA - _ . : 7 .OS Acres BASEFLOWS : 0 .00 cfs RAINFALL_ TYPE . . . . - USER1 PERVIOUS AREA PRECIPITATION - . : 3 .90 inches AREA . . : 5 .29 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 92 .00 TIME OF CONC . . . . . : S2 .87 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 1 .76 Acres CN . . . . : 98 .00 TcReach - Sheet L : 300 .00 ns : 0 . 1500 p2yr : 2 .00 s: 0 .0065 TcReach -- Channel L : SOO .00 kc : 17 .00 s : 0 .0065 PEAK RATE : 3 .34 cfs VOL_ : 1 .87 Ac-ft TIME : 490 min BASIN ID: a2 NAME : Existing 2 year SBUH METHODOLOGY TOTAL AREA . . . . . . , : 7 .05 Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . 2 .00 inches AREA . . : 5 .29 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 92 .00 TIME OF CONC . . . . . : S2 .87 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 1 .76 Acres CN . . . . : 98 .00 TcReach - Sheet L : 300 .00 ns :0 . 1S00 p2yr : 2 .00 s : 0 .0065 TcReach - Channel L : SO0 .00 kc : 17 .00 s : 0 .0065 PEAK RATE : 1 .38 cfs VOL : 0 .81 Ac--ft TIME : 490 min Z4 0 --0 0/31 95 sr_.i is E.ngirieering D,U i ri Inc aag Good Chevrolet 9563 DETAIL HYDROGRAP'f-{ c'UM` Af' -< .. HYDRuGPAP-I fro Z `i(Z Peal runoff . 1 . 3827 c `, Total Vol : 0 E),1 ac _fit. TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.4112 810 0.4737 1210 0.3101 1610 0.0137 20 420 0.4595 820 0.4652 1220 0.3100 1620 0.0114 30 430 0.5028 830 0.4582 1230 C.3100 1630 0.0094 40 440 0.5641 840 0.4526 1240 0.3100 1640 0,0078 50 450 0,6411 850 0.4480 1250 0.3100 1650 0.0064 60 0.0002 460 0.7923 860 0.4444 1260 0.3101 1660 0.0053 70 0.0012 470 1.1187 870 0,4414 1270 0.3102 1670 0,0044 80 0.0029 480 1.3659 880 0,4391 1280 0.3103 1680 0.0036 90 0.0052 490 1.3827 890 0.4328 1290 0.3104 1690 0.0030 100 0.0080 500 1.3230 900 0,4230 1300 0.3105 1700 0.0025 110 0.0116 510 1.2491 910 0.4151 1310 0.3107 1710 0.0021 120 0.0160 520 1.1893 920 0.4086 1320 0.3108 1720 0.0017 130 0.0206 530 1.1139 930 0.4032 1330 0.3110 1730 0.0014 140 0.0251 540 1.0253 940 0.3989 1340 0.3112 1740 0.0012 150 0.0296 550 0.9526 950 C.3954 1350 0.3113 1750 0.0010 160 0.0340 560 0.8929 960 0.3926 1360 0.3115 1760 0.0008 170 0.0392 570 0,8440 970 0.3903 1370 0.3117 1770 0.0007 180 0.0453 580 0.8041 980 0.3885 1380 0.3118 1780 0.0005 190 0.0509 590 0.7715 990 0.3871 1390 0.3120 1790 0.0005 200 0.0568 600 0.7451 1000 0.3860 1400 0.3122 1800 0.0004 210 0.0637 610 0.7236 1010 0.3786 1410 0.3123 1810 0.0003 220 0.0716 620 0.7063 1020 C.3659 1420 0.3125 1820 0.0003 230 0.0822 630 0.6923 1030 0.3554 1430 0.3127 1830 0.0002 240 0.0951 640 0.6812 1040 0.3468 1440 0.3128 1840 0.0002 250 0.1084 650 0.6625 1050 0.3397 1450 0.2859 1850 0,0001 260 0.1217 660 0.6374 1060 0.3339 1460 0,2365 1860 0.0001 270 0.1350 670 0.6169 1070 0.3292 1470 0.1956 1870 280 0.1482 680 0.6001 1080 0,3253 1480 0.1618 1880 290 0.1646 690 0.5866 1090 0.3221 1490 0.1339 1890 300 0.1840 700 0.5755 1100 0.3195 1500 0.1107 1900 310 0.2025 710 0.5667 1110 0.3174 1510 0.0916 1910 320 0.2202 720 0.5595 1120 0.3157 1520 0.0758 1920 330 0.2371 730 0.5539 1130 0.3143 1530 0.0627 1930 340 0.2532 740 0.5494 1140 0.3132 1540 0.0518 1940 350 0.2734 750 0.5459 1150 0.3123 1550 0.0429 1950 360 0.2972 760 0.5432 1160 0.3116 1560 0.0355 1960 370 0.3193 770 0.5316 1170 0.3111 1570 0.0293 1970 380 0.3399 780 0.5126 1180 0.3107 1580 0.0243 1980 390 0.3591 790 0.4970 1190 0.3104 1590 0.0201 1990 400 0.3771 800 0.4842 1200 0.3102 1600 0.0166 2CO0 02-5 C - ='acific rn,aineerinc; p ,.^icfr, :lnc Paq 5„ o 000d Ctl'?vT-olet �mo ,. DETAIL HYDROGRAPH S(_ tVA,RY -fYDR0GIER P.- N ) u r ulSTn� i 0 �i2 Peak; rune ff . � 2 .2997 cfs � 1 TIME DESIGN TIME DESIGN TIME DESIGN TIMEhL DESIGN c ' TIME 1 .30 ac-ft RUNOFF DESIGN RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.7488 810 0.7324 1210 0.4702 1610 0.0207 20 420 0,8274 820 0.7186 1220 0.4700 1620 0.0171 30 430 0.8964 830 0.7072 1230 0.4698 1630 0.0142 40 0.000I 440 0.9951 840 0.6980 1240 0,4697 1640 0.0117 50 0.0013 450 1.1192 850 0.6904 1250 0,4696 1650 0.0097 60 0.0042 460 1.3647 860 0,6843 1260 0.4696 1660 0.0080 70 0.0084 470 1,8940 870 0.6793 1270 0.4696 1670 0,0066 80 0.0134 480 2.2863 880 0.6753 1280 0.4697 1680 0.0055 90 0.0188 490 2.2997 890 0.6651 1290 0.4697 1690 0.0045 100 0.0245 500 2.1902 900 0.6497 1300 0,4698 1700 0.0038 110 0.Oh 6 510 2.0593 910 0.6371 13':0 0.4699 1710 0.0031 120 0.0399 520 1.9524 920 0.6268 1320 0.4700 1720 0.0026 130 0.0479 530 1.8222 930 0.6183 1330 0.4701 1730 0,0021 140 0.0557 540 1.6723 940 0.6113 1340 0.4702 1740 0.0018 150 0.0636 550 1.5488 950 0.6056 1350 0,4704 1750 0,0015 160 0.0729 560 1.4471 960 0,6010 1360 0.4705 1760 0,0012 170 0.0864 570 1.3636 970 0.5972 1370 0.4706 1770 0,0010 180 0.1039 580 1.2949 980 0.5941 1380 0.4708 1780 0.0008 190 0.1224 590 1.2386 990 0.5917 1390 0.4709 1790 0.0007 200 0.1413 600 1.1925 1000 0,5897 1400 0.4711 1800 0.0006 210 0.1605 610 1.1548 1010 0.5781 1410 0.4712 1810 0.0005 220 0.1796 620 1.1240 1020 0.5585 1420 0,4714 1820 0.0004 230 0.2028 630 1.0990 1030 0.5423 1430 0.4715 1830 0.0003 240 0.2299 640 1,0786 1040 0.5290 1440 0.4717 1840 0.0003 250 0.2558 650 1.0467 1050 0,5180 1450 0,4310 1850 0.0002 260 0.2807 660 1.0052 1060 0,5089 1460 0.3565 1860 0.0002 270 0.3045 670 0.9710 1070 0,5015 1470 0.2949 1870 0.0001 280 0.3271 680 0.9430 1080 0,4954 1480 0.2439 1880 0.0001 290 0.3556 690 0.9201 1090 0.4903 1490 0.2018 1890 0.0001 300 0.3892 700 0.9014 1100 0,4862 1500 0.1669 1900 310 0.4204 710 0.8861 1110 0.4828 1510 0.1381 1910 320 0.4493 720 0.8736 1120 0,4801 1520 0.1142 1920 330 0.4763 730 0.8636 1130 0.4778 1530 0.0945 1930 340 0,5013 740 0.8555 1140 0.4760 1540 0.0181 1940 350 0.5336 750 0.8489 1150 0,4745 1550 0.0646 1950 360 0.5721 760 0.8437 1160 0.4733 1560 0.0535 1960 370 0.6070 770 0.8249 1170 0.4724 1570 0,0442 1970 380 0.6388 780 0.7946 1180 0,4716 1580 0,0366 1980 390 0.6678 790 0.7697 1190 0,4710 1590 0,0303 1990 400 0.6943 800 0.7492 1200 0.4706 1600 0,0250 2000 CZ9- i i 10 . 01: . _ Pacific Engineering Design Inc page Goon Chevrolet n f' 63 DEVIL HYDROGRAPH SUMMARY Peak runoff : 3 . 3355 cfC mC_i'ta1 ��o1.i. 1 .87 ac--f't I TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIM_ DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (Cfs) (min) WS) (min) (crs) (min) WS) (min) (Cfs) 10 410 1,1474 810 1.0175 1210 0.6464 1610 0.0284 20 420 1.2592 820 0.9978 1220 0.6460 1620 0.0235 30 0.0002 430 1.3561 830 0.9816 1230 0.6456 1630 0.0194 40 0.0020 440 1.4957 840 0.9683 1240 0.6454 1640 0.0161 50 0,0068 450 1.6716 85C 0.9574 1250 0.6452 1650 0.0133 60 0.0137 460 2,0219 860 0.9485 1260 0.6451 1660 0.0110 70 0.0219 470 2.7768 870 C.9412 1270 0,6450 1670 0.0091 80 0.0306 480 3.3288 880 0.9353 1280 0.6450 1680 0.0075 90 0.0396 490 3.3355 890 0.9208 1290 0.6449 1690 0.0062 100 0.0484 500 3.1680 900 0,8993 1300 0.6450 1700 0.0051 110 0.0593 510 2.9713 910 0.8816 1310 0.6450 1710 0,0043 120 0.0733 520 2.8099 920 0.8670 1320 0.6451 1720 0.0035 i30 0.0898 530 2,6169 930 0.8549 1330 0.6451 1730 0.0029 140 0.1090 540 2.3973 940 0.8451 1340 0.6452 1740 0.0024 150 0.1300 550 2.2162 950 0,8369 1350 0.6453 1750 0.0020 160 0.1521 560 2.0668 960 0.8303 1360 0.6454 1760 0.0016 170 0,1801 570 1.9438 970 0,8248 1370 0,6455 1770 0.0014 180 0.2134 580 1.8424 980 0.8204 1380 0.6456 1780 0.0011 190 0.2464 590 1.7590 990 0.8168 1390 0.6458 1790 0.0009 200 0.2785 600 1.6905 1000 0.8138 1400 0.6459 1800 0.0008 210 0.3097 610 1.6342 1010 0.7976 1410 0.6460 1810 0.0006 220 0.3397 620 1.5880 1020 0.7704 1420 0.6461 1820 0.0005 230 0.3761 630 1.5502 1030 0.7480 1430 0.6462 1830 0.0004 240 0.4181 640 1,5193 1040 0,7294 1440 0.6464 1840 0.0004 250 0.4575 650 1.4725 1050 0.7141 1450 0.5906 1850 0,0003 260 0.4943 660 1,4125 1060 0.7015 1460 0.4885 1860 0.0002 270 0.5287 670 1,3630 1070 0.6911 1470 0.4041 1870 0.0002 280 0,5608 680 1.3223 1080 0.6825 1480 00343 1880 0.0002 290 0.6019 690 1.2889 1090 0.6754 1490 0.2765 1890 0.0001 300 0,6509 700 1.2615 1i00 0.6696 1500 0.2287 1930 0.0001 310 0.6955 710 1.2390 1110 0,6648 1510 0.1892 1910 320 0,7361 720 10205 1120 0.6609 1520 0.1565 1920 330 0.7731 730 1.2055 1130 0.6577 1530 0.1295 1930 340 0.8070 740 1.1932 1140 0.6551 1540 0.1071 1940 350 0.8519 750 1.1833 1150 0.6529 1550 0.0886 1950 360 0.9060 760 1.1752 1160 0,6512 1560 0.0733 1960 370 0.9542 770 1.1483 1170 0.6498 1570 0.0606 1970 380 0.9974 780 1.1056 1180 0,6486 158D 0.0501 1980 39C 1.0361 790 1.0704 1190 0.6477 1590 0.0415 1990 400 1,0709 800 1.0414 1200 0.6470 1600 0,0343 2CCC 27 a� ctr,eer �n7 ) cj^ Lr;c image c, DC TAIL HYDROC�RARri SUMMARY_____.___.__._ HYDRGGRA,='r No . 4 OC-uC ,u'rD Peak runoff : % .c,7,c7 -PS 7o a1 v'al : 1 .G`, ac-f`. TIMEDESIGN iIME DESIGN TIM: DESIGN TIME DESIGN TIME DESIGN CNO F RUNO,F mir t.cfs) ( ) (cfs) (mir) (cfs) (cfs) tmir) sl 10 410 0.7678 810 0.4896 1210 0.3361 1610 0.0001 20 420 0.8686 820 0.4843 1220 0.3362 1620 3'0 430 0.9333 830 0.4810 1230 0.3362 1630 40 440 1.0455 840 0.4791 1240 0.3362 1640 50 450 1.1873 850 0.4780 1250 0.3363 1650 60 0.0019 460 1.5248 860 0.4773 1260 0.3363 1660 70 0.0096 470 2.2973 870 0.4770 1270 C.3363 1670 80 0.0227 480 2.6725 880 0.4768 1280 0.3364 1680 90 0.0384 490 2.3451 890 0.4654 1290 0.3364 1690 100 0.0550 500 1.9322 900 0.4471 1300 0.3365 1700 110 0.0768 510 1.6077 910 0.4360 1310 0.3365 1710 120 0.1027 520 1,4097 920 0.4292 1320 0.3365 1720 130 0.1263 530 1.216C 930 0.4250 1330 0.3366 1730 140 0.1476 540 1.0247 940 0,4225 1340 C.3366 1740 ISO 0.1669 550 0.9079 950 0.4210 1350 C.3366 1750 160 0.1842 560 0.8365 960 0.4201 1360 0.3367 1760 170 0.2090 570 0.7931 970 0.4196 1370 0.3367 1770 180 0.2389 580 0.7668 980 0.4194 1380 0.3367 1780 190 0.2630 590 0.7509 990 0,4192 1390 0.3368 1790 200 0.2829 600 0.7414 1000 0,4192 1400 0.3368 1800 210 0.3000 610 0.7358 1010 0.4029 1410 0,3368 1810 220 0.3148 620 0.7326 1020 0.3767 1420 0.3368 1820 230 0.3395 630 0.7309 1030 0.36C7 1430 0.3369 1830 240 0.3704 640 0.7300 1040 0.3509 1440 0.3369 1840 250 0.3937 650 0.7040 1050 0.3450 1450 0.2717 1850 260 0.4120 660 0.6625 1060 0.3413 1460 0.1664 1860 270 0.4268 670 0.6373 1070 0.3391 1470 0.1019 1870 280 0.4392 680 0.6219 1080 0.3378 1480 0.0624 1880 290 0.4655 690 0.6126 1090 0.3370 1490 C.0383 1890 300 0.5006 700 0.6070 1100 0.3365 1500 0.0234 1900 310 0.5255 710 0.6037 1110 0.3362 1510 0.0144 1910 320 0.5439 720 0.6018 1120 0.3361 1520 C.0088 1920 330 0.5579 730 0.6007 1130 0,3360 1530 0.0054 1930 340 0.5691 740 0.6002 1140 0.3359 1540 0.0033 1940 350 C.5966 750 0,5999 1150 0.3359 1550 C.0020 1950 360 0.6344 76C 0.5999 1160 0.3360 1560 0.0012 1960 370 0.6602 770 0.5757 1170 C.3360 1570 0.0008 1970 380 0.6784 780 0.5368 1180 0.3360 1580 0.0005 1980 390 0.6917 790 0.5130 1190 0.336C 159C 0.0003 1990 400 C.7018 830 0.4985 1200 0.3361 1600 0.0002 2000 Zk �ao ineer DeS�gn Inc 9563 G�od C�mvro Let page 7 DETAIL HYD�OG�AP|� SUMMARY ======== 0 Lo+9rz7,o 1 Q. Paak rsn`�f� � 3 .9887 otal Vol 7IN[ DESIGN T!ME DESIGN TIME DBIGN TIME DESIGN act 3��OFF RCMCFF RUNOFF RUNOFF TIME DESIGN c (ofa)==(mi»)==(«fo)= (min) RUNOFF 0 410 1.1744 810 0.7176 ��-- O-^= ========= ZO 0O 1,3240 820 O'�96 u�» '49�� 161O O.002 JO 0O 1 '4184 830 0.7048 l30 O�49UY 162O 40 0'0012 440 1'S837 840 O'7O1O z�� O�4Y1O 163O SU O'Oli3 450 l 7q3O 850 O'081 ��4O 0�4YlO 1�4O 60 O.O3& 460 2'2936 368 O'6g91 l26C O'491O 16SO 70 0'0633 470 J'#03 870 O'6y85 lZhO 0'�911 !660 80 0'0945 480 3.9887 880 0.6981 lD8 O��91i \67O 90 0'1250 490 3'4q3i 890 O'68�4 l0O 0��Y11 168O 0O 0.1536 500 2'87J7 YOO 0.6546 �29O 8�49�� 16Y8 1lO O'l90 J0 2'3876 910 O'6J81 lJOO O'�912 17OO 120 O'�66 520 2'O9JS 920 0 6281 �ulO O��9�2 17!O 130 C270 SJO 1'8011 930 O'622U l3Z� O'4Y12 172O 140 0'3064 540 1'S164 940 O'6183 lJJO O��9D 1738 150 0.3339 3�C � '342' 9�J O 6160 �J4O O��913 1/@ 160 0.3578 ��O 1'235' ' lJSO O�49�3 17�U � . / �� 0.6147 1360 0,4913 1760 1/0 O.�G3 570 1J07 978 U'6DY D/O 0.4914 1770 � 180 0.4416 580 1.131D 0 0.6134 1�0 O'4Y14 1780 190 0.4/70 590 1JO7O 990 O''613\ 1390 0.4914 1790 200 O.� � N9 6OO 1. 23 1NN OQ3O WO0 O'4Y14 1800 Z0 O32/4 610 1.NB7 1010 0.5892 1410 0'4Y1S 1818 I0 &D.S� 620 1.OD& 1O0 8'S3OY 1420 0.4915 1820 �Q 0.5812 630 1.O7S6 1030 0.5274 10O O'4Y15 1838 240 0.6267 643 1.0740 1040 O'S3� 1440 O'4Y15 1840 250 0.6592 650 1.0353 1050 O'SO0 1450 O'3963 1850 mo 0.6833 660 0.9741 1060 0.4989 1460 0,2428 1860 270 0.7018 670 0.9366 1070 8'49S7 1470 O'1�87 1870 � D O O. 66 680 0.9138 l�W 0,4937 W80 O'8Y1| 1880 80 0.7537 690 0.0999 1090 0'492S 1498 �'OS58 1�J �N O.8O48 �N 0�8Y�� 1100 O'49}7 1500 O 3J42 !9UO 310 0.8394 70 �O. 64 110 U'49l3 1SlO D'O2OY 19�O 320 0.8637 720 0.8834 1120 O'491l 1520 0 O!28 1920 330 0.8813 730 0.8816 1130 0,4909 1530 O OO79 l938 340 0.8945 740 O.O807 1140 0,4909 1548 0'OO48 B�8 350 0.9334 �0 0.8801 USO O'49O8 83U O'OOB 19SO 360 O.988� 76O O.87Y9 �16O O'�90D 1S6O 0'O018 1960 370 1.0239 770 0.8443 1'/0 � 4988 1570 O'O011 1970 380 1.0482 780 0.7871 1180 O'49O8 1580 O'C0O/ l�o 390 1.0651 /90 O.732C �19O 0.4909 l59O O'OOO4 199r� 40J 1.077,3 888 0./306 1200 0.4909 1600 0.0003 2000 �� 10 -;1i`5 Pacific Engineering Design Inc 9563 Good Chevrojet DETAIL HYDROGRAPH SUMMARY HYDF OGRAPH No . 6 0rZVG &0rr,0 I00 -12, Peak runoff : 5 . 4392 cf" Total vol :: 2 . 14 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) WS) (min) (cfs) 10 410 1.6219 810 0.9697 1210 0.6623 1610 0.0002 20 420 1.8253 820 0.9589 1220 0.6624 1620 0.0001 30 0.0014 430 1.9523 830 0.9523 1230 0.6624 1630 40 0.0173 440 2.1762 840 0.9483 1240 0.6624 1640 50 0.0548 450 2.4598 850 0.9459 1250 0.6624 1650 60 0.1035 460 3.1401 860 0.9444 1260 0.6625 1660 70 0.1544 470 4.6983 870 0.9436 1270 0.6625 1670 80 0.2031 480 5.4392 880 0.9431 1280 0.6625 1680 90 0.2477 49C 4.7587 890 0.9204 1290 0.6625 1690 100 0.2876 S00 3.9118 900 0.8841 1300 0.6625 1700 110 0.3424 510 3.2477 910 0.8619 1310 0.6626 1710 120 0.4072 520 2.8414 920 0.8483 1320 0.6626 1720 130 0.4594 530 2.4467 930 0.8400 1330 0.6626 1730 140 0.5019 540 2.0589 940 0.8349 1340 0.6626 1740 150 0.5372 550 1.8215 950 0.8318 1350 0.6627 1750 160 0.5668 560 1.6763 960 0.8300 1360 0.6627 1760 170 0.6169 570 1.5875 970 0.8289 1370 0.6627 1770 180 0.6800 580 1.5333 980 0.8282 1380 0.6627 1780 190 0.7261 590 1.5003 990 0.8278 1390 0.6627 1790 200 0.7609 600 1.4802 1000 0.8276 1400 0.6628 1800 210 0.7879 610 1.4681 1010 0.7954 1410 0.6628 1810 220 0.8094 620 1.4608 1020 0.7437 1420 0.6628 1820 230 0.8550 630 1.4565 1030 0.7120 1430 0.6628 1830 240 0.9154 640 1.4540 1040 0.6926 1440 0.6628 1840 250 0.9571 650 1.4015 1050 0.6807 1450 0.5344 1850 260 0.9867 660 1.3184 1060 0.6735 1460 0.3274 1860 270 1.0086 670 1.2675 1070 0.6690 1470 0.2005 1870 280 1.0252 680 1.2365 1080 0.6663 1480 0.1229 1880 290 1.0737 690 1.2175 1090 0.6647 1490 0.0753 1890 300 1.1419 700 1.2060 1100 0.6637 1500 0.0461 1900 310 1.1869 710 1.1990 1110 0.6631 1510 0.0282 1910 320 1.2173 720 1.1948 1120 0.6627 1520 0.0173 1920 330 1.2385 730 1.1923 1130 0.6625 1530 0.0106 1930 340 1.2538 740 1.1908 1140 0.6624 1540 0.0065 1940 350 1.3048 750 1.1900 1150 0.6623 1550 0.0040 1950 360 1.3778 760 1.1895 1160 0.6623 1560 0.0024 1960 370 1.4247 770 1.1413 1170 0.6623 1570 0.0015 1970 380 1.4555 780 1.0639 1180 0.6623 1580 0.0009 1980 390 1.4762 790 1.0165 1190 0.6623 1590 0.0006 1990 400 1.4906 800 0.9875 1200 0.6623 1600 0.0003 2000 30 ODOZ tr£ZO'O 009T LOTC'0 OCZI £LCS'0 OQR SS6£'C ODtr J65T C8Z0'G C6ST ItTC'0 06It 9ZZS'O 061 SSZC'0 06C J86T ZtrCO"O 08ST 9ITC'0 08TT ZLCS'0 08L tr`r0£'0 OEC OL6t £Ttr0'0 OLSI ZZIC'C OLII SStrS'O OLL bZ8Z'C OLC O46t OOSO'0 093I OCTC'O 0911 88trS'0 09Z L09Z'O 09C DSbT tr090'0 pSSI TtrT£'C OSIT TCSS'O OSL bltrZ'O OSC 056I O£LO'0 06SI trSTC'0 OW 38SS"0 OVI CSZZ'D 0tr£ CC6T Z28O"0 DCST OLTC'0 OCIT CS9S'O OCC 080Z'D o££ OZbt 44Ot'0 DZSI T6IC'O OZTT 8C L_ C S pZL Z06.T C CZC 01161 LBZI'0 OISI 9IZ£'0 OITT 08S"0 OTL 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J9IR30 -- :An( u T V n 3WII :ti9�S3� =wit v9iS3C 3wI1 N9iS3C 3wi!{ 77a 1 T IY^IC Qc.J."-'. C, Good Chevy-oiet VLTANIL_ HYiC)ROGP,.AP%-i SUMMARY ea runoff 1 835 cfs Tovai Vo__ 1 .03 ac--rt TIME DESIGP; TIME DESIGS TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.6147 810 0.6069 1210 0.3360 1610 0.0010 20 420 0.6342 820 0.5886 1220 0.3361 1620 0.0006 30 430 0.6642 830 0.5703 1230 0.3361 1630 0.0004 40 440 0.7027 840 0.5522 1240 0.3361 1640 0.0002 50 450 0.7434 850 0.5373 1250 0.3362 1650 0.0001 60 460 0.7952 860 0.5251 1260 0.3362 1660 0.0004 470 0.8670 870 0.5153 1270 0.3362 1670 80 0.0027 480 0.9885 880 0.5074 1280 0.3363 1680 90 0.0086 490 L 1406 890 0.5011 1290 C.3363 1690 1_00 0.0182 500 1.2644 900 0.4949 1300 0.3364 1700 110 0.0306 5_0 1.3378 910 0.4869 1310 0.3364 1710 120 0.0460 520 1.3727 920 0.4775 1320 0.3364 1720 130 0.0651 530 1.3835 930 0.4682 1330 0.3365 1730 140 0.0866 540 1.3779 940 0.4597 1340 0.3365 1740 150 0.1086 550 1.3576 950 0.4523 1350 0.3365 1750 160 0.1298 560 1.3254 960 0.4459 1360 0,3366 1760 170 0.1497 570 1.2877 970 0.4407 1370 0.3366 1770 180 0.1702 580 1.2468 980 0.4364 1380 0.3366 1780 190 0.1936 590 1.2053 990 0.4329 1390 0.3367 1790 200 0.2186 600 1.1645 1000 0.4301 1400 0.3367 1800 210 0.2423 610 1.1245 1010 0.4278 1410 0.3367 1810 220 0.2637 620 1.0871 1020 0.4243 1420 0.3368 1820 230 0.2828 630 1.0509 1030 0.4172 1430 0.3368 1830 240 0.3021 640 1.0178 1040 0.4053 1440 0.3368 1840 250 0.3251 650 0.9868 1050 0.3837 1450 0.3369 1850 260 0.3500 660 0.9565 1060 0.3681 1460 0.3227 1860 270 0.3730 670 0.9259 1070 0.3572 1470 0.2775 1870 280 0.3933 680 0.8929 1080 0.3498 1480 0.2150 1880 290 0.4097 690 0.8604 1090 0.3448 1490 0.1571 1890 300 0.4185 700 0.8304 1100 0.3416 1500 0.1106 1900 310 0.4319 710 0.8013 1110 0.3395 1510 0.0758 1910 320 0.4487 720 0.7741 1120 0.3381 1520 0.0510 1920 330 0.4665 730 0.7503 1130 0.3372 1530 0.0338 1930 340 0.4840 740 0.7296 1140 0.3367 1540 0.0222 1940 350 0.5004 750 0.7116 1150 0.3364 1550 0.0144 1950 360 0.5175 760 0.6940 1160 0.3362 1560 0.0093 1960 370 0.5378 770 0.6787 1170 0.3361 1570 0.0059 1970 380 0.5605 780 0.6639 1180 0.3360 1580 0.0038 1980 390 0.5820 790 0.6464 1190 0.3360 1590 0.0024 1990 400 J.5987 800 0,6266 1200 0.3360 1600 0.0015 2000 1i ic1'n Ir,c HYUROGRAPH;�SUMMARY f iYDROGRAPH No , ; �/'��tr GW1-i=LCity - t OG .,2 P ea k r-Li 17 0 TIME DESIGN iIME c:-r� �ot:� '�Jr..> . DESIGN TIMc DESIGN TIME ? . 14 ac--rt RUN0F RUNOrF DESIGN TIME DESIGN (.min RUNOFF RUNOFF RUNOFF (cfs) (min} (cfs) (min', (cfs) (min} (cfs) (min) (cfs) 10 ----------=-----------------------Min) -----------(min) --------- --------------------------------------------410 1.1973 810 1.2417 1210 0.6768 1610 0_0022 20 420 1.2299 820 1.2185 1 30 430 1.2726 830 220 0.6745 1620 0.0014 i.1953 1230 0.6725 1630 0.0008 v0003 4. 40 1.3244 840 1.1734 1640 0.0005 50 0.0042 450 1.3842 850 1.1528 1250 0.669� 50 0.Oi81 460 1.5883 860 1.1329 1260 0.6683 1660 0.0002 70 0.0447 470 1.8610 870 1.1147 1270 0.6674 1670 0.0001 80 0.0814 480 2.1615 880 1.0982 1280 0.6666 1680 90 0.1238 490 2.5073 890 1.0832 1290 0.6659 1690 100 0.1681 500 2.7743 900 1.0675 1300 0.6654 1700 110 0.2115 510 3.0655 910 1.0504 1310 0.6649 1710 120 0.2566 520 3.2931 920 1.0320 1320 0.6645 1720 130 0.3081 530 3.1537 930 1.0136 1330 0.6642 1730 140 0.3627 540 2.9845 940 0.9956 1340 150 0.4114 550 2.6308 C,6639 1140 950 0.9778 1350 0.6637 1750 160 0.4338 560 2.7443 960 0.9616 1360 0.6635 1760 170 0.4582 570 2.6443 970 0.9469 1370 0.6634 1770 180 0.4859 580 2.5376 980 0.9337 1380 0.6633 1780 190 0.5195 590 2.4296 990 0.9219 1390 0.6632 1790 200 0.5575 600 2.3236 1000 0.9111 1400 0.6631 1800 220 210 0.5922 610 2.2212 1010 0.9008 1410 0.6631 1810 0.6219 620 2.1237 1020 0.8898 1420 0.6630 1820 230 0.6507 630 2.0319 1030 0.8749 1430 0.6630 1830 240 0.6802 640 1.9468 1040 0.8568 1440 0,6629 1840 250 0.7438 650 1.8689 1050 0.8377 1450 0.6629 1850 260 0.7738 6b0 1.7898 1060 0.8190 1460 0.6525 1860 270 0.1755 670 1.7099 1070 0.7995 1470 0.6164 1870 280 0.8064 680 1.5797 1080 0.7816 1480 0.5538 1880 290 0.8331 690 1.4727 1090 0.7658 1490 0.4726 1890 300 0.8603 700 1.4105 1100 0.7519 1500 0.3803 19C0 310 0.8909 I10 1.3948 1110 0.7397 1510 0.2410 1910 320 0.9237 720 1.3796 1120 0.7291 152C 0.152'- 1920 330 0.9550 130 1.3652 1130 C.1199 153C 0.0957 193C 350 1 . 139 140 1.3515 1140 0.7119 1540 0.0601 1940 350 1.0414 75C 1.3383 1150 0.1045 1550 0.0376 1950 370 1.0724 760 1.3261 1160 0.6976 1560 0.0235 1960 370 1.1050 770 1.3148 1170 0.6919 1570 0.0146 1970 380 1.1050 780 1.3025 1180 0.6871 1580 0.0091 1980 390 1.1374 790 1.2857 1190 0.6830 1590 0.0057 1990 400 1.1685 800 1.2644 1200 0,6797 1600 0.0035 2000 lJ i1.' 3/95 c)'WneeT-inq ce= i gn Cie `;TAGS STORAGE�TAi3L�-7 RECTANGULAR VAULT ICE No . Vl Desc:ri*ption : Wet 'fault Length . 220 .00 ft . Width : 20 .00 ft . P[AIl. STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft)=====f====--Ac-Ft==== 13.90 O.000O 0.0000 14.70 3520 0.0808 15.50 7040 0.1616 16.30 2 C 0.24 14.00 440.00 0.0101 14.80 3960 0.0909 15.60 7480 0.171 110560567 16.40 14.10 880.00 0.0202 14.90 4400 0.1010 15.70 7920 0.'818 16.50 11040 0.2 0 0.245224 5 14.20 1320 0.0303 15.00 4840 0.1111 15.80 8360 0.1919 16.60 11880 0.2727 14.30 1760 0.04C4 15.10 5280 0.1212 15.90 8800 0.2020 16.70 12320 0.2828 14.40 2200 0.0505 15.20 5720 0.1313 16.00 9240 0.2121 16,80 12760 0.2929 14.50 2640 0.0606 15.30 6160 0.1414 16.10 9680 0.2222 16.90 13200 0.3030 14.60 3080 0.0707 15.40 6600 0.1515 16.20 10120 0.2323 17.00 13640 0.3131 I( 5Z Pr_n"t S3k4h 13.c! lnv,'--cr 0": Z. �r�p � Za'�, ��r �. LZd LGnc� I►,SZk Grr (2.�Cw ,r7 )7.0 - PGN)L S-FTL,t` iLBSI G.S' F2rr�Gn,2� 13.5 G I n VA-rV7- C%-r 3.1 Z` �rrp k2c' �,�vr ZZo ' l�F+c� 13 ,-72k Cr` [4zcv,.,,-e5rj 0 0 LEVE! POn� TAT�E SUMMAV: ---------- ---—---- ex2m-cu2n . .. ... . .. .... .. . 119 2 17 V: 2 Ali 12 5CE26 A ax!OYr-div!Oyr ... . .. . . 2A0 3.99 V i 01 1..71 :,'' 7952,CS eX100yr-t8V100Yr ... ... . . .. .. 2,34 5.44 v i i i 6.12 1 i 5 i'j,.5 ROWING COMPARISON TABLE MATCH !NFLOW STC DIE PEAN PEAK OUT DESCRIPTION PEAK PEAK No . No . STG TUT Hyll-) ex2v—dev2yr 1 . 33 2 . 67 V! 01 15 cs 1 . 38 13 � Xlovr-devloyr 2 . 30 3 , 99 v 1 01 15 .71 2 .30 14 oz100yr-dnv100vr 1 . 34 S . 44 V1 C1 16 . S2 0 . 21 1'1; • 11/ 3/95' Pacific Engineering Desicin Inc -pacte Good Chevrolet 9S63 STAGE DISCHARGE TABLE MULTIPLE ORl" ICE ID No . 01 Description : Orifice 1 Outlet. Elev . 1:: .90 Elev ; 11 .' 0 ft. Orifice Diarneter F� . ?O2:i in . Elev : i5 . 1O ft Orifice 2 Diameter : 5 . 1563 in . STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 13.90 0.0000 14.70 1.1564 15.50 2.0917 16.30 2.1933 14.00 0.4088 14.80 1.2265 15.60 2.1959 16.40 2.8668 14.10 0.5782 14.90 1.2929 15.70 2.2934 16.50 2.9384 14.20 0.7081 15.00 1.3560 15.80 2.3857 16.60 3.0080 14.30 0.8177 15.10 1.4163 15.90 2.4737 16.70 3.0760 14.40 0.9142 15.20 1.7023 16.00 2.5580 16.80 3.1424 14.50 1.0015 15.30 1.8524 16.10 2.6391 16.90 3.2073 14.60 1.0817 15.40 1.9786 16.20 2.7174 17.00 3.2708 71 • • 10/31/9s Pacific Engineering Design inc page Good Chevrolet y REACH SUMMARY ?.ITCH REACH ID No . WQswale;A, T1 Ditch Length : 200 .00 ft Ditch Width : 0 .00 ft Side Slopel 3 .00 Ditch Slope : 0 .0100 ft/ft Sides Slopel 3 .00 Contrib Bas - Mannings n :0 .3500 Dn Invert 0 .00 ft WA-,Tf-,:72- Dn W .S . E 1 ev : 0 .0000 i•1um Steps 10 / D I-S i lit N Trio Area: : 7 .05 Ac . Design Flow 1 .32 cfs GZ", Qq!1 _Depth 0 .25 ft Vel 0 . 17 fps Upstream W .S . Elev : 0 .00 ft . DITCH REACH ID No . WQswalaS Ditch Length : 200 .00 ft Ditch Width : 8 .00 ft Side Slopel 3 .00 Ditch Slope : 0 .0100 ft/ft Side Slopel : 3 .00 Contrib Bas : Mannings n : 0 .2000 Dn Invert 0 .00 ft Tf=ST �r Slhrl Dn W .S . Elev :0 .0000 hum Steps 10 Trib Area . Ac . Design Flow 0 .63 cfs Depth 0 .27 ft Vel 0 .29 fps Upstream W .S . Elev : 0 .00 ft . DITCH REACH ID No . WQswaleC Ditch Length: 200 .00 ft Ditch Width : 30 .00 ft Side Slopel : 3 .00 Ditch Slope : 0 .0100 ft/ft Side Slope2 : 3 .00 Contrid Ba.s : -rrST �r s�c�n Mannings n : 0 .2000 Dn Invert 0 .00 ft Dn W .S . E 1 ev : 0 .0000 Num Steps 10 Trib Area . Ac . Design Flow : 0 .66 cfs Depth 0 . 12 ft Vel 0 . 18 fps Upstream W .S . Elev : 0 .00 ft . 99 GOO ' [K,1w1 gin• .,• �*\' '�-- •' ' D `'�. + y � �� r•},•�✓' •/� AV I• r t _ \ 1 I ,.. ."� 'cif~ 1 •• I_U ,•�) ! �.• N '! }�• \A � \ '� ,.,I:�.•} ._Its • ./�// V r S •.•n !rA 1 ��I ' ,I.ty I° .`' o� of , r 1. 4F ! ��.} ! - !a i,• v 1 '1 �- - Y✓«^,'� .ism . •- -'Z�:;y 1 ., 11;EA � <, _ i r! Y`p T + � Y 1 1i l `r _ �+.-._ . �\;. u< h `X •I ri ;•Y. a. ' y' � 1� I '`ty-"`lil i I 1 �� •'4'1\, ter{.Lt} x I. __ u _�_. �� .f I I'• � ' �I 1 � L36R �—a-� O.S. _.� - ' � V I;+'!'•, ; ..',:p� � II IMpa.*. T� i m•.li mn.`"1 � 1 J• _titi•�r., .1 I'j + •J+ ,vR �,Y— _� Fji•OXI ��, Ji , . r sal r ra b:u�o.,lK , Y• 1 , —(yT.I� • i Cac�,o+na v.u, w<,'r„�.r� � 1� i. '°° W"�• ! V 'I I '.Qae.a ' p 4t:.•�e�"..."..°.ol"oe-ii n�c `�C. v � � _j.,.. �•! 1_# i II I� ' O(rNf1R'�n re, I.t ', r ,+,• - .. ~� III 1, t _� �,y .✓ve. 1 ..v •., Iw L .1 ,n.�: i i- ny.�_ /') 1J J r:Y ><im1 !`� V •, �{�I I l � �,�� p' 1: l �...or�o��-II y 1<r/' � ��• r I rro i:' 1 M'iT S I� �'}-. t :: f1•.' n c J-L�Ft.. Y N.A ,y\..' _} y __1 ..t ."' `°"`1b• ,��""I"'�il ,•��I I •.� r 1 P;, m•ayu,wna vw v__. To S i11-t••;. �i /\]��1 I ',�•oalm �b�� r--er �•'_< .,.1 �;��ia+�iir ♦ !'r � i � + � �\ H �I` 1 •�,� 1 _ _ � �.w,...,.'� _.! r r � ,i P 1 / PVC 5 ail` � 1� � ...t j��'`.,,t -,� ,•.,1 - �� `t s�' 3 • a 1 �1, z�,, '^ k a.11 f.k}„.e. � -C- - �. 1 j 1<, 1,� I;� 'n"'.11• � �'I < �i,i fi- i•i I•.� �1 LR:jQ S •r�S,. w-'- t:o• �""c-r n..;e'w... � i e .. µ f _ i •Y. 4 � / 7�. �1 11{'i r...l�- `ry".� du.e�n.,...- r., -� .tb'y q:ti.< �.� •! , PpCfloSEC BUID!NO 20 ti p,s 1 -- ------ r I , r . _ �I + ' : lJ `:d 0 f� l •7•w — A POA7nON OF THE NW 114 OF SECTON 19,TWP.23 N.,ROE.3 E,WJA {i. dP0(TYPE 1) - _Jtet_i3{,,:e MY.-15.01 I J Aucx i L I CARPOkt F (Q 1 -J e'G `17.!•R.O.R.VAura+ Y SCALE:1 '20 Pf ....... 13t.71 ��` { "tee f! / DATW 1• I '`; � i _ -(41.w.( .y Me S•"LL• • NCA1 P CL , *'A II AC 1 �° Ott K RENTON R. I 1R7 WOE uNOS1.Wt f t<4Nl.cY(P J 1 �—M 7( 9 p � 1. & 1r — 07 W1"Aw NO.OJ! 6JVATION-M21 K ✓A_'-�j ,�� _ 1 •� •:.� t - 7)0 RAIIWAD VWX M POK71►0.t AT SOUrOK71 .J I - - N �•'( f�}_.. __-I ]0�_ Yrr�� CORNER Of DI II TUxcTION O SR.13TH ST. I 1 n M I) tom' N AND YAJLE AK_S.R. Ly 17 0 I E)OBT4'X1 • ADDRESS. 200 RIN x .00 "E _ _ /'1 n.0.0, 1 TO A' d 1 r I f O^ ►ARC0.NLAMM TOMM.,1 rA.tNM e0 8 1 M:-Il/J LOTS 29"OUO1 32 Or RLOO(17 AND Lon 3 THROUDI IS OF ROCK 21,C.D. HUMANS EAAUNOTON CARDCKS.WV.NO.1. I 1 6t DDOD X�I p.1S 1 GAR, NOT W J LOT ARlAY 1 le'C 1. I NORTH LOT 14.222 ST ( SOUTH LOT 43.734�d 1 b I coNCN(IL ; s]RP DRAM TOTAL 1( I N 1.0 h — ( OWOATVw I TOTAL 77,11v S/ (1.71 ACRES) ' I f _NS_)r,_!Yr y/(KMpp AR[A, Y.30!sr (.esJ 1� 0 1 1M• Hx sS-Q R' -T iO OU— LAHDSCAPWO AREA. 11.573 Sf (.iu X) t ' J 11 `�—d !(T7PE 9� ° w,atrq ARRA7< t. 1 ` O IC A ! b�J6: ml FLOOR WOOD MOOR uz N�Y 1. Vi Y O- I2'17.87 STORAOO 2a W. OAOIATIO! Y sr 5 Ci K 700� SIV.{'-17A7 R011KKS! 60 Y 310MOE_ M Sr W a r -- iCCO p.K 1f TOTAL 11.7: OAVI: Nf I a 1Do V TOTAL 1210 SI t o.00AO emma 7DOTPTWI: W 6 . (TOTAL) 1000 Sr _ • I _ f 1 /Av, /• � PARKING SPACES PROVIDED i • a :.1 D . S 1) i.l ��/\` l(j]..(`��J 1!2 STANDARD Sues R �-- 7 �- 20 ° /�s I ' I �' 200 CU.mi CUT(smwn°7) / r'` 4000 CU.VDS. l K - - ' .•.r Id1Rl�-�S(3! 1) \ If C°. R 95-92 , �"g t r•! ` �Mv.-17.10 �:. ,t LEGEND � PROACT..o. PRO,",lM[ DC$ I �� •f .•� ---• - ---- ROAD CENTIRUNE 01-12-96 C%:STp10 CONTOUR Ksl�c cAtt Y �0 �2o FINISHED GRADE CONTOUR TREE LE 4D aNui RcvlroN — �•� Co i :v7.TrAK TIOW DIRECTION ARROW R -1 76 .1t T50 N�•�'W 711 P 0 EAST14C TREE 70 K RCIAOYM M Y ST NCW STORY VATH CAT04BASH C LU.c wtl l.Y1 •� _ / • - - n- - - - EMSTYG STORY WTH CATCHBASN WSOMO 1RCE To K SAKD 1 ^ �J J NEW PAMNG �...•7rY Y1 C, STIR MKRT.-if." ... ,c ZZ= o PACIFIC ENCINEERINg_DESIGN INC. o CIVIL ENGINEERING ANC �__ _-:-_-_---_-__-_-- ___� PLANNING CONSULTANTS PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 130 ANDOVER PARK EAST-STE 300 SEAT T LE. WASHINGTON SB1 SS LOCATION INCRE- RUN-OFF TIME OF CON RAINFALL RUN-CFF PIPE SLOPE CAPACITY LENJ FLOW REMARKS: WENTAL COEFFIC. AQ 2: AC C£NTRATION 1NTENStTY _0 DIA. AT DESIGN TIME H ; AREA A -Q- TC I (I AC I ) g SYSTEM FROM TO ACRES MINUTES NCI-LcS/HR C.F.S. WCHES FT/. FT C.F.S. FEET MIN. 0.3� 27 (' A . L .C. Z7 �•3 0.�¢ 0,2Z � z �oS iso � . � 2.00) Fil A -7 CAS -7 P. A, n, A - c(s 7 c(S G 11 61 .3 0,09 1 . oOS C , So f--j/s 17, A P, A . A- c� ('. A P.A 0.0� `� 0 C�� cis �. P,A. . 17 0.7 5" 0, 13 5 00 5- 50 4 S i�7 F-r-Y P,A. p. A ►� . 14- c�s cis 4 n.A . A . 3l -7. zs 1 ().-73 O'Z3 ! Z 100 .7� �.A . 4 (�.04- 0,70 0.3 Z IZ .oUs IGO .7-z 2.33 1--eS A U.S.W.B. CMRT NO. (�n=1Z«, Pv G �l.�CU�7 �/e !/ REMARKS= � //� i i�ir i21// /�L;F �1 C C70G'✓J L/i L/L��'^r STORM FREOLIEENCYi Z.� NAME OF PROJECT _ PIPE�EFFlC£NT, O12 CALCULATIONS BYEC J48 N0. �� DA7EE{`jZG SHEET CF SHEETS PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 130 ANDOVER PAR< EAST-STE 300 SEAT-ii LE. WASHINGTON SS eS LOCATION INCRE- RUN-DFF TUBE OF CON RAINFALL RUN-OFF PIPE SLOPE CAPACITY LEHI FLOW REW RKSt MENSAL COEFFIC. AQ 2: AC CENTRATION INTENSITY _0 - DIA. AT DES GN TIME N ; AREA A S. TC I (Y AC I ) g SYSTEM FROM TO ACRES MINUTES NC8_cS/HR C.F.S. INCHES FT/FT C.F.S. IFEET I MIN. Cr39 (7 /� (.A . 0, ISM (, .3 D.$¢ 0.1-3 IZ .00� IGG �4 1.�� =i'S i✓�SC� (,3 0.73 O.Z I Z.OG r-ns A-3 C63 U P A p A c/' o. 14- es I (/.A, A, I+Z�3 0.8�1 U.SS� 7_7G r-,"S A Z c6 P.A. P. A . 0, 14 - (' A C, A, o.13 6.3 c�. St4- G• ► 1 ►Z oos iZo l.>'z I.7R I �s A,- I cis ) c() P A P.A a.zZ 0. Zo Ah C('5) C6Z— /,,(3-C (' A I.Zz �.ZI 0.(,z 0:7G IZ oc/5' I►Z OL3 2 .9Y ors U.S.W.B. CHART N0. REMARKS, STORM FREQUENCY, NAME OF PROJECT . PIPQEFFlCENT1 w' CALCULATIONS BYE J08 N0. DATE_— 3tiEET.L Cf_L SHEETS PACIFIC ENGINEERING ❑ESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 130 ANOOVEFI- PARK EAST-STE 300 SEATTLE. VVASHINGTON SS SS LOCATION INCRE— RUN—OFF TIME OF CON RAINFALL RLN—CIF PIPE SLOPE CAPACITY LENJ FLOW REMARKS: WENTAL COEFFIC. A( I AC CENTRATION INTENSITY _Q_ DIA. AT DES GN TIME N ; AREA A _C TC I (I AC I ) g SYSTE)A " FROW TO ACRES MINUTES NCIiZS/HR C.FS. L;CHES FT/FT C,F.S. FEET MIN. A 26 LrszG" Cf32G CrSz,; z G .c. (I a, rG z Day 100 0. 94- 1.7V rt2s Az; C,6ZS ol C L. C,.C, ' 0.1(O 9 0. 14- c_ C�3 z3 I+z+3 a C, C. = I•SZ ,�¢ �.� I 0 3 IZ OOS G3 0.33 3,14- Frf A 2� CAz4-- G.C, C, _C• GI• IG cl 0,14- C(Sz4 C6z 3 16) G C. Lc, G. I G:3 G.�4 G. 1Z Iz oos I00 0.9 I.-7+ I-PS A-23 C,(S-L3 L c, G C. 0 14— cl G• r3 G3z3 C(3 Zz - - G C, = 1.7�1 10, 1 � G•STS ).C�4 IZ G0� � Z o.3Z �. Z4 % �'S Azz- c13zz Oz , � 0_Z4- C. c, c. C6ZZ LI'sZI C4 C. C A Al C O z- I ( cl 0. 1-1 C r�z I C,rS LG Lt C GC Z.ZZ 1I. 1 0 0.5_7 I ,Z7 IZ Ocs 14 5 G,71 U.S.W,B. CHART N0. REMARKS STORM FREQUENCY: PIPE40EFFICENTs NAME OF PROJECT . CALCULATIONS BYI JOB NO. DATE SHEET 3 CF3.SNEETS PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 1230 ANOOVErR- PARK EAST-STE E00 SEAT Ti LE, WASHING T ON SIE 1 SS i LOCATION INCRE- RUN-OFF TIME OF CON RAINFALL RUN-OFF PIPE SLOPE CAPACITY LENGTH FLOW REMARKS= WENTAL COEFFIC. A F AC CENTRATION INTENSITY _0 DIA. AT DESIGN TIME N ; AREA A S. TC I (I AC I ) g SYSTDA FROW TO ACRES MINUTES NCHES/HR C.F.S. NCHES FT/FT C.F.S. IFEET MIN. A zo C-6ZO 0.37 9 0-33 G�SZO VA-1,Cl I,43 IZ G0/S I -7 �J.O� 3.SZ 64 .6. s A Icl C6I�l 0,-� �.3 C/.�4 0.33 I z . UcjS 1-7 q , cd)S( - C�I� G(S)7 - (.� c. G � G..�O Li.c. 0. 1-7 �.3 0,(4 0 . 14- IZ 0c C d)7 Lit, 1-1 0,74- 0-Z4- lZ GG� �3 0 .57 Z , I� r�'S C crstS �c. ,(�� .9� 0.70 Cl,4C IZ OcS ioo U.S.W.B. C}-{ART N0. REMARKS, STORM FREQUENCY= PI C£FFlCENT= NAME OF PROJECT . CALCULATIONS BYi JOB NO. DATE SHEET-f-CF-LSHEETS HACIFIC L--NGINEERlNG DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 130 ANDOVER PARK EAST-STE 300 SEATTLE. WASHINIGTON se BH LOCATION INCRE— RUN—DFF TIME OF CAN RAINFALL RUN—OFF PIPE SLOPE CAPACITY LENM FLOW REMARKS] MENTAL COEFFIC. AC 1: AC CENTRATION INTENSITY _0 DIA. AT DESIGN TIME N AREA A S. TC I (I AC I ) CL SYSTEM FROM TO ACRES MINUTES HCHES/HRI C.F.S. INCHES FT/. FT C.F.S. FEET MIN. !� 15 C, 0. IC U, 14 Cr31SA C�>IS , C, 0./4- 6,3 G.IZ, 1Z oa5 So 0,47 ia, f'i G(�IS 3 C4.c G. l°� 0.1-7 G131 C 6 41�z+3�-4- A G C. �.�, _ Zq-- (6 0,6 o ,� Z I Z oo s �� 0.4-OI 3.0 4- rigs 1 +- c, C .C. U Z= °l G.Z3 1,471 1� G I 0. 64- 0.c)4- 0.s3 3,1 1 O. i3 O.IZ CG)3 C6IZ G IZ 6.3 0, 0. 10 12- oos 79 0. ,�o 1,6i ;-"s 4� 6Iz C is 1I C, C, G,.c. I 0.34 7, � 0, 7+ 0 ,25 iZ oos ioo (j.77 O,Z7 cl G.43 U.S.W.B. CHART NO. REMARKS t STORM FREQUENCY, N)WE OF PROJECT . PIPE—CO£FFlCENTs CALCULATIONS BYr J08 NO. DATE SWETILCIF—L, SHEETS PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 130 ANDOVER PARK EAST-STE 300 SEATTLE. VVASHINGTON SS EG LOCATION INCRE— RUN—OFF / MENTAL RUN—DC. TIME OF CON RAINFALL RLN—OFF PIPE SLOPE CAPACITY LENGTHFLOW RE MARKS + F AC CENTRATION INTENSITY _,Q__ DIA, AT DESIGN TIME N ; AREA _g ,�, TC Y (Z AC I) .. 9. SYSTEM{ FROM TO ACRES MINUTES NCHFSAR C.FS, WCHES FT/FT C.F,S. FEET MIN. C�slt CAS �G ID L,-310 _ 0.77 �. �7 0.70 G,�4- IZ �� lC/O OL Z 2.70 r-rs 0,41 C�Io E �67 A . 1 / �,�� J. G.3 49 c,s � 7 �Z ,Gcs Io3 O.S7 2 qL) F;�s C,C, G.6, 0'Z ) 9 G, 10) CBSc) G6 7 G.1°I �.3 a.g4 O.) � Iz ,Gcs` 64 G,�t 1,9a rr�s Grs� G c,s3lis� 7(J7 C,.c. C.c, G, 14- G,-3 G'.$4 p, )z. '� ,cc i �6 0,63 l._74t r-,,; 0,14 G( G cS 6 A+rs-c1 (.c, C,.c, � ),6�, °1,D� 0.rZ. roz ' � �; 9Z G.4�( 3.2 T3 c, L c, Ciil VA C� 3 I +Za S 03 7 U.S.W.B. CHART NO. REMARK3s STORM FREQUENCYs PI _tOEFF7CENT1 NAME OF PROJECT . "J CALCULATIONS BYs J0a NO. DATE SHEET 6 CF ( SHEETS PACIFIC ENGINEEPING DESIGN INC. CIVIL ENGINEEPING AND PLANNING CONSULTANTS 130 ANDOVER- PARK EAST-STE 300 SEAT T LE. %NIASHINGTON SS S8 LOCATION INCRE— RUN—OFF TIME OF CON RAINFALL RUN—OFF PIPE SLOPE CAPACITY LENGTH FLOW REMARKS, MENTAL COEFFIC. AC F AC CENTRATION INTENSITY 0 DIA. AT DMGN TIME H ; AREA A „•C_ TC I (I AC I ) .g SYSTEM FROM TO ACRES MINUTES NG-LWHR C.F.S. 19CHES FT/FT C.F.S. FEET MIN. k - 4- c� 4 ,; cr33 o.OG a,0� IZ 0,C)C) 2� 0.-3 t. IZ S 2�1 �z� S� Iz>ti, �•GG cl 0.0c;, j fkIST. �Zr� /iA-VLi A. �• I1 �,C�Z �,77 0.005- Z G.4� 1.s41=r1 Z usZ >L,/ 12-7) SL, Lpi .0.07 , c I 69,06 . >> , �Z swIZ,rt., G•0 � � .3 O•�¢ G,G I Z �iGc� ?(� 0.3Z n I c31 �i; 1 rkiS i GI II �.hZ r/.77 0 1Z 0.00 Av .n SwlzTy G 3Z °I O.Zcl 0.4-0 0.G6 0,7I fZ O.0057 U.S.W.B. CHART N0. REMARKS, STORM FREQUENCY, PIPE-COEFFICENTt NEE OF PROJECT . � 11 CALCULATIONS BY, JOB NO. DATE SHEET 7 OF=SHEETS PACIFIC ENGINEERING ❑ESIGN INC. CIVIL ENGINEEPINS AND PLANNING CONSULTANTS 1 3C ANDCVER PARK EAST-STE NCO SEATTi LE. WASHING T ON 9S1 Sg LOCATION INCRE- RUN-OFF TIME OF CON RAINFALL RUN-OFF PIPE SLOPE CAPACITY LENGTH FLOW REWARKSI MENTAL COEFFIC. A(; I AC CENTRATION INTENSITY _Q_ DIA. AT DESIGN TIME H ; AREA A TC Z (I AC 1) 4 SYSTEA FROLI TO ACRES MINUTES NCHES/HR C,F,S. WCHES FT/FT C.F,S. FEET MIN. Vl><vt,T Lis S Ci,007 J.S.W.B. CKART NO, REMARKS i ;TOtRM FREQUENCY, >IP£_.COEFFlCENT, NAME OF PROJECT . CALCULATIONS BYE J08 N0. DATE SHEET CF SHEETS PACIFIC ENGINEERING ❑ECIGN INC. CIVIL ENGINE=WING AND PLANNING CONSULTANTS 1 30 ANDCVEn PAFK EAST-S T E 00 SEA LE. V/ASHING ON SS`SS LOCATION INCRE— RUN—OFF TIME OF CCN RAINFALL RLN—OFF PIPE SLOr?E CAPACITY LENGTH FLOW REMARKSs ►DENTAL COEFFIC. A 1: AC CENTRATION INTENSITY _0 DIA. AT DES-IGN TIME N ; AREA A TC Z (71,01 ) CL SY5TE3h FROM TO ACRES MINUTES NCHES/HR C.F.S. INCITES FT/FT C.F.S. FEET MIN. Vl�vl i Co' 0.007 �� 05z jc:z --ram �1,..",L•C f�k15'T CAS IGG 72 S �4 �`�� ✓. C/] ry t i U.S.W.B. CHART N0, REMARKSt STORM FREQUENCY, NAME OF PROJECT PIPE-.COEFFICENT, �L`' CALCULATIONS BYE JOB NO. DATE SHEET-CF SHEETS ircular Channel Anaivsis i� Desi,,.� Soived with Manninq 's Equation :Jaen C')annel -- Uniform -I ow Worksheet Name : Good Chev/Pierre At-it -:orr:ment : C810 Pierr-e. Auto to CB15 Good Chav `gyve f=o " Actual Depth GA.ven Input Data Diameter . . . . . . . . . 00 tt Slope . . . . . . . . . . . . 0 .0050 tt/tt Manninci 's r. . . . . . . . 0 .012 Discharge . . . . . . . . . 0 .22 cts comDuted Results: Death . . . 0 . 19 tt Velocity . . . . . . . . 2 .09 tos Flow Area . .. . . . . . . 0 . 11 sf Critical Death . . . . 0 . 19 ft Critical Slope . . . . 0 .0049 ft/tt Percent Full . . . . . . 19 .20 % Full Capacity . . . . . 2 .73 cts QMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number . . . . . 1 .00 ( flow is Critic:ai ? h Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods , Inc . * 37 Brooks-, de Rd * Waterbury , C:t 067CI.8 h0 Circular Cannel Analysts & Design SClved with Manniq's SOuation Coen Cannel - Uniform flow Worksbeet Name: Good Cbev/Pierre Aut Comment: C87 Pierre Auto to CB6 Pierre Auto Solve For Actual Depth, Given inaut Data: Diameter.......... C.111 SiNe............. C.00 D ft/ft Nanning's n....... 0.012 Discharge......... C.09 C`s Co:aouted Results: Depth............. 0.14 ft Velocity.......... 1.68 fps Flow Area......... 0.05 sf Critical Depth.... 0.14 f+ Critical Slope.... 0.0056�ft/ft Percent cell...... 20.92 s Full Caaacity..... 0.94 c-s 0AX 1.94D... 1.01 cfs Froude Number..... 0.95 (flow is Subcritical) Open Channe! Flow Module, Version 3.41 (c)" 1991 �'aestad `!et•,ods. inc. x 37 Brookside Rd * Waterbury. Ct 06708 CIrcul.ar C anne! Ar;a:-ysis & 'Des j c,n Solved with Marninq ', O-auatibr. Open Channel Unifo-,rm flow Ao.rKsheet Name. Good Chov/Pier:-.a Aut Comment ' C86 Pierre Auto to CE95 P° a re Auto Solve For Actual Depth Given Input Data ; Diameter . . . . . . . . . . 0 .67 ft Slope . . . . . . . . . . . . . 0 .0050 ft/ft Mannin s . . . . 0 .01`- Discharge . . . . . . . . . 0 . 13cfs Computed Results Depth . . . . . . . . . . . . . 0 . 17 �-t Velocity . . . . . . . . . . 1 .87 fps Flow Area .. . . . . . . . 0 .07 st Critical Death. . . . 0 .16 ft Critical Slone . . . . 0 .0055 ft/ft- Percent Full . . . . . 25 .15 Full Capacity . . . . . 0 .94 cfs QMAX La .94D . . . . . . . . 1 .01 cfs Froude Number . . . . . 0 .95 ( tlow is Subcritical Open Channe.! Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods , Inc * 37 Brookside Rd * Waterbury , CIE 06708 052 C.ir-u Iar •.;nanne Ana1Ysis & De:i--,i an Solved with; Manninq'W open Channel - Uni-t7orm �' iovj Wor-,,she^t Name: Good Chev/D,Ierre Aut _Cfilf(eT?' i. 35 Pierre Auto to B4 P'ieri-e Auto Solve, For Actual Given Input Data : Diameter — . . . . . . . . 1 .00 fit Slope . . . . . . 0 .0050 ft/ft Manninc 's n . . . . . . . 0 .012 Discharge . . , . . . . . . 0 .23 cts Computed Results: Depth . . . . . . . . . . 0 .20 tf Velocity . 2 .11 fn, Flow Area . . . . . . . 0 . 11 .sf Critical Depth ._:. . 0 .20 ft Critical Slope . . . . 0 .0049 ft/tt Percent Full. . . . . . 19 .62 Full Capacity . . . . . . 2 .73 c-"s OMAX @ .94D . . . . . . . . 2 .9 l-s t=roude Number . . . . . 1 .01. { flow iS Su0arcritical ) 8 Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods . Inc . * 37 Brookside Rd * Waterbury , t. 06708 �3 Circular Channel Anaivsi s & oesiar Solved with Manning ' E-auatior Open Crannel - Unitorm tiow Worksheet Name . good Chev/r;i+ -re Aut. Comment. C B 4 Pierre Auto zo CB3 Auto Solve For Actual Depth Given input Data : Diameterr . . . . . . . 1 .00 fit. Slope . . . . . . . . . . . 0 .00so tt/fit Manning 's n . Discharge . 0 .32 cta Computed Results: Depth . . . . . — . . . . . 0 .23 tt Velocity . . . . . . . . . . 2 .33 fos Flow Area . . . . . . . 0 . 14 st Critical Depth . . . . 0 .23 tt Critical Slope . . . . 0.0048 ft/ft Percent Full . . . . . . 23 .12 p Full Capacity . . . . . 2 .73 -cfs QMAX @ .940 . . . . . . . . 2 .94 cts Froude Number 1 .02 ( flow is 3upercriticai ) Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods . Inc . 37 Brookside Rd Waterbury . t. 0,6708 �J Circular Channei Anaiysi:s & Design 'Solved with Manninq 's `auation !Jaen. Channel - uniform t'low Worksheet Name : Good Chev/;teaerrF Aut. Comment: C89 Pierre Auto to Cs8 Pierre Auto Solve For A.ctuai Depth Given Input Data: Diamete, . . _ . . . __ 1 .00 ft Slope . . . . . . . . . . . . . 0 .01050 ft/ft Mannina 's n . . . . . . . 0 .013 Discharqe . . . 0 . 13 cts Computed Results: Depth . . . . . . . . . . . . . 0 . 15 Ft Velocity . . . . . . . . . . 1 .78 fos Flow Area . . . . . . . . . 0 .07 sf Critical Depth . . . . 0 .15 ft Critical elope . . . . 0 .0052 ft/ft Per_ent Full . . . . . . 14 .85 a Fuli Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . 2 .94 cfs Froude Number . . . . . 0 .98 (' flow is Subcritical ) Open Channel Flow Module , Version 3 .41 ( c } 1991 Haestad Methods , Inc . 37 Brookside Rd Waterbury, ! t. 0E,708 0,55 a � Circular Channel Anair': is & Desian Soived wit- -i Mann .n.q °s Equation Open Channel - Unitorm tlow Worhshee,t Name: Good Chev/Pierre Aut Comment: C88 Pierre ;Auto to Gt33 Pierre Auto Solve For Actual Depth Given Input Data: Diameter . . . . . . . . . . 1 .0 tt Slone . . . . . . . . . . . . . 0 .0050 tt/rt Mannina 's n . . . . . . . 0 .01-2 Discharge . . 0 .21 cfs Computed Results : Depth . . . . . . . 0 . 19 tt. Velocity . . . . . . . . . . 2 .06 tos Flow Area . . . . . . . . . 0 .10 St Critical Depth . . . . 0 . 19 ft Critical Slope, . . . . 0 .00.50 tt/ft Percent Full . . . . . . 18 .77 Full Capacity . . . . . 2 .73 cfs QMAh @ .94D . . . . . . . . 2 .94 cfs Froude Number . . . . . 1 .00 ( flow is Critical ) Open Channel Flow Module , Version 3 .41 ( c ) 1991 Haestad Methods . Inc . ,k 37 Brookside Rd * Watarbury . Ct 06708 �rro • C_ -cular C annz 1 Anaiysis & D,a=ian �o1vecJ with anninc 's FQuation Omen C-hannGi - Uniform tlow Worksheet. Name : Good Chev P e-re Aut. C:(-)mrn.::nt : CB-' rTerre Auto tr C.31— P1 rr,e Auto Solve For Actual De-oth Given Input Data : Diameter . . . . . . . . . . 1 .00 ft. Slope . . . . . . . . . . . . . 0 .0050 ftift Manning 's n . . . . . . . 0 .01 1 Discharge . . . . . . . . . 0 .58 cfs Computed Results : Depth . . . . . . . . . . . . . 0 .31 fit Velocity . . . . . . . . . . 2 .76 fps Flow Area . . . . . . . . . 0 .21 st Criticai Depth . . . . 0 .3:2 tt Critical slope . . , 0 .0048 ftfl't Percent Full . . . . . . 31 .30 Full Capacity . . . . . 2 .73 cts QMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number . . . 1 .02 ( flow is Supercritical ) Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods . Inc . * 37 Brookside Rd * Waterbury . Ct 06708 CS) CirC:uiar ;hat-n _.i ,:na i y sic & e5ia Tn, So.i.ve with I`i<ann.irin 's PEUlua-- ion Omen Channei - Uniform ' low Wor ks;h, e v Name . Good C hev/P,er r u Aut Comment : C82 Pierre Auto to I-al Pierre Auto Solve For Actual Depth Given Input Data : Diameter . . . . . . . . . . 1 .00 fit lope . . . . . . . . . . . . . 0 .0050 Manninc.i 's n . . . . . . . 0 .012 Dischar:ie . . . . . . . . . 0 . 13 cts Computed Results : Depth . . . . . . . . . . . . . 0 . ..rt Velocity . . . . . . 1 .78 fps Flow Area . . . . . . . . , 0 .07 sf Critical Depth . . . . 0 ..1s ft. Critical Slope . . . . 0 .0052 ft/ft Percent Full . . . . . . 14 .85 %p Full Capacity . . . . . 2 .73 cfs QMA\ @ .940 . . . . . . . . 2 .94 efs Froude Number 0 .98 ( flow is Subcritical ) Open Channel Flow Module .. version 3 .41 ( c ) 1991, Haestad Methods . Inc . * -,7 Brookside Rd IX Waterbury . Ct 06708 Circular Channel Analysis & Desinn Solved with Mannin-. 'd Equation Open Channel - Uniform flow Worksheet Name : GDod Chev/Pierre Atjt_ CUmi!Iert' C81 Pierre AutJ to C B 2 5 faC.)od ii•a'vr0 L 't Sca:'ve For Actuai Depth "-liven Input Data: Diameter ;. .00 t Slone . . . . . . . . . . . 0 .0050 ft/ft Manninq 's n . . . . . . . 0 .0-2 Discharge . . . . . . . . . 0 .76 c is ,Computed Resu l t s : Depth . . . . . . . . . . . . . 0 .36 ft Velocity . . . . . . . . . . 2 .98 fps Flow Area 0 .26. sf Critical Death . . 0 .36 ft Critical Slope . . . . 0 .0048 ft/fr_ Percent Full . . . . . . 36 .09 0.1 Full Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 fs Froude Number . . . . . i .02 i t low i s Su.o;-rcr itl Ca.l Open Channel F low Module , Version 3 .41 ( c ) 1991 iaestad Methods . Inc . 37 Br(Doksi de Rd Waterbury , Ct 06708 Circular Channel 4nalYs: s & Design Solved with Manninci 's Equation Ooen Channel Uniform f J.ow Wor ksheet Name ; Good : hev/Pierre Aut omment : C826 Good hevro e t to CB21.5 Good Chevrolet So, ve Fcl Actual. Death Given lnput .Data: Diameter . . . . . . . . . . '1. .00 fit' slope . . . . . . . . . . . . . 0 .0050 ft/ft Manni ng 's n . . . . . . .01 Discharge . . . . . . . . . 0 . 13 cfs Coma!ted Results: Depth _ . . . . . . . . . . 0 . 15 ft Velocity . . . . 1 .75, fos F low Area , . . . . . . 0 .07 st Critical Depth . . . . 0 .15 tt Critical Slone . . . . 0 .0052 ; tw/ft Percent Fill . . . _ . . 14 .85 Full Capacity . . . . . 2 .73 cfs QMAX @ .94-D . . . . . . . . 2 .94 cfs rroude Number . . . . . 0 .98 ( flow is Subcritical ) ODxen Channaj. Flow, Module . Version 3 .41 ( c) 1991 Haestad Methods . Inc . * 37 Brookside Rd * Water'burv . Ct 06708 �0 C:-;Lrc:ular Channei Ara_vwis _zr 'Desir!n Solved with Manning ' .; Equation, Open Chanr,2:k - ilnifarm flow Worksheet Name : Good Chav/Pierre; Au.t Comment C825 Good Chevrolet t'o C82^1 Good Chevrolet Actuce ,_::.ven InaLtt Leta Diameter . . . . . . . . . . 1 .00 f t slope . . . . . . . . . . . . . 0 .0050 i-t/ft Manning 's n . . . . . . . 0 .012 Discharcie . . . . . . . . . 0 .93 rf s Computed Results: Depth . . . . . . . . . . . . . 0 .40 fit Velocity . . . . . . . . 3 . 14 tos Flow Area . . . . . . . . 0 .30 sf Critical Death . . . . 0 .40 ft Critical Slope . . . . 0 .0049 ft/tt Percent. Fulll . . . . : . 40 .24 Full Capacity . . . . . 2 .73 cfs QMAX @.94D . . . . . . . . 2 .94 cfs Froude Number . . . . . 1 .01 i f Iow i s Supercr itica l ) Open Channe L Flow Moduie , Version 3 .41 ( c ) 1991 Naesta.d Methods , Inc . * 37 Brookside Rd * Waterbury . �-t 06708 �I Circi?�ar Channei Analysis & C)esior Soived with Manninc; 's Equation Open Channe.. Unitorm flow Woricsheet Name . Go oc; Chev/Pierre Aut. C nmment ; C824 Good Chevrolet to "-:823 Good Chevrolet Solve For Actua.]. Dent;., Given snout Data Diameter . . . . . . . . . . 1 .00 tt slope. . . . . . . . . . . . 0 .0050 ft/ft Mannina 's n . 0 .012 Discharge . . . . . . . . . 0 . 12 cfs Computed Results : Depth . 0 . 14 ft Velocity . . . . . . . . . 1 .74 fps Flow Area. . . . 0 .07 sf Critical Depth . . . . 0 . 14. ft Critical Slope . . . . 0 .0052 ft/tt Percent Full . 14 .29 Full Capacity . . . . . 2 .73 cfs QMAX Q .94D . . . . . . . . 2 .94 cfs Froude Number . . . . . 0 .98 ( flow is Subcritical ) Open -C'hanne.'. Flow Module , Version 3 .41 ( c ) 1991 Haestad Methods . Inc . * 37 Brookside Rd * Water bury . Ct. 06708 C i rcui.ar C cannel Analysis x Design Solver w:.th Manninq 's Ecxuation Open Channel - U r term t-11 C)LJ Worksheet Name , wood Cnev/Pierre Aut Comment C8 3 Good Chevrolet to C822 Good C.havro-1-- t" Solve For Actual Dept-h Given Input C)ata. Diameter . . . . . . . . . . 1 .013 t'. Slope . . 0 .0050 ft/ft Mannino 's n: . . . , 0 .012 Oischarae . . . . . . . . . 1 .04 cts COmpl.tted Results , Depth — . . . . . . 0 ,.43 ft Velocity . .. . . . . . . . 3 .24 tos Flow Area . . . . . . . . . 0 .32 sf Critical, De>ath . . . . 0 .43 ft Critical Slope . . . . 0 .0050 rt/ft. Percent Full . . . . . . 42 .81 Full Capacity . . . . . 2 .73 cts OMAX @ .94D . . . . . . . 2 .94 cts ;Fronde Number . . . . . 1 .00 ( flow is Critical ) Open Channel, Flow Module , Version 3 .41 ( c ) 1991 Haestad Methods , Inc . 37 Brookside Rd Waterbury . Ct 0670i*, i rcul ar Channel Analysis .Se Design Solved with Mai nin.q 's Equation Omer Unitorm flow Wor ksheet Name , Good 2,i-)<.v/Pierr Aut C.ornment : C82 2 good Chevrolet c 1'-'8'21 Good! Chw•�r alet Solve For Actual Dentn Given Input Data : Diamet.ei. . . . . . . . . . . 1 .00 tt Slone . . . . . . . . . . . . 0 .0050 ft/ft Manning 's r, . . . . . . . 0 .012 Discharge . . . . . . 1 . 18 c;fs Cornoutr,d Results. Depth , . . . . . . . . . 0 .46 ft Velocity . . . . . . . . . . 3 .35 fins Flow !area . . . . . . . . . 0 .35 sf Criticaa Depth . . . . 0 .46 fit Critical Slone . . . . 0 .0051 ft./ft Percent Full . . . . . . 45 .96 a Full Capacity . . . . . 2 .73 cfis QMAX @ .94d . . . . . . . . 2 .94 cfs Froude Number . . . . . 0 .99 ( flow iS Subcriticai ) Open Channel Flow Module , Version 3 .4?. ( c ) 1991 Ha-.est.ad Methods , Inc . * 37 Brookside Rd !,Jataro�_:ry . Ct 0670 , �4 Circular Channel A a. ysis & Desian 5oived tit,, Mannin-,� '3 Fauation 0,.,,en Channel ''i + GT'Ri -low Worksheet Names Good Chev/Pi Aij,;., Comment • CB 21 Gooc Chevrolet L-.() _�s2o oor-, C 7✓vr0 a Solve For Actual Depth Given Input Data Diameter . . . . . . . .. . . 00 Slope . . . . . . . . . , . . . 0 .0050 ft/ft Manninci 's r, . . . . . . . 0 .012 Discharge . , . . . . . . . 1 .27 cfs Computed Results: Dept . . . . . . . . . . . . . 0 .48 ft. Velocity . . . . . . . . . . 3 .41. fps Flow Area 0 .37 st Critical Depth 0.48 ft Critical Slope . . . . 0 .0051 �t/tt Percent Full — — 47 .95 q Fu11 Capacity . . . . . 2 .73 cfs OMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number . . . . . 0 .99 ( flow is Subcritical ) Open Channel Flow Module , Version 3 .41 ( c ) 1991 Haestad Methods , Inc . 37 Brookside Rd :K Waterbury , Ct. 06708 �O) Circular Cnan,nei analysis & Desicn Solved with Manning's Ccuatian Open cha'ne: - Uniform `ice ao-zsreet Name: Good Cnev/Pierre Aut Cc; ent: C820 Gcod Chevrolet to Vault Goo. Chevrolet Solve For Actual Death Given input Data: Diameter.......... 1.00 ft Slope............. 0.0050 ft/ft Manning's n....... 0.012 Discharge......... 1.43 cfs Computed Results. Depth............. 0.51 ft Velocity.......... 3.32 fps Flow Area......... 0.41 sf Critical Death.... 0.51 ft Critical Sioae.... 0.0053 ft/ft Percent Full. .... 51.41 x Full Capacity..... 2.73 cfs OMAX 1.94D........ 2.94 cfs Froude Number..... 0.97 (flow is 5-tcritic-1 Open Channel Flow Module. Version 3.41 ;c) 1991 uaestad Methods. inc. * 37 Brookside Rd * Waterbury. Ct 06708 : Solved with M.annin 7 '3 Eau4at ior, ^Pe rt Cnarnnel - !ir;ito;rrn lr, , Worksheet Name: Good Chev/,Pierr.C. Comme.r.t C.814 Ce!, < Chev o et _o Vaj �a _'r o y e Solve For Actual Dao C-h Given lnaut Data -. Diam ter . . . . . . . . . . 1 .00 ft Slope . , . , . . . . . . . . , 0 .00SO ft/ft Manninc 's n . . 0 .012 Discharge Computed Results.. Depth . . . . . . . . . . . . . 0 .23 fit. Velocity . . . . . . . . . . 1 .35 _fps Flow Area . . . . . . . . . 0 . 14 sf Critical Depth . . . . 0 24 "IF-I-, Critical Sio�e . . . . 0 .0048 tt/tt Percent Fu.i i . . . . . . 23 .483 Full Capacity ,. . . . . 2 .73 Cfs QMAX @ .94D . . 2 .94 cf s Froude Number . . . . . 1 .02 ( flow IS 5uaerC)-itIC,!.1 ) Open Channei F 1ov; Mods l e , Version 3 . 41 (. C a 199 Haestad 'Methods . 7 r;� . 37 Br doks de 7<d t4 .-bury .. C.'t 0670`: 6� Circular Channel Analysis & Desian Solved with Mannino 's Enuation Open Channel - Uniform tiow Worksheet Name : Good Chev/Pierre Aut Comment : C618 Good Chevrolet to C817 Good Chevrolet Solve For Actual, Depth G i v„n Input Data : Diameter . . . . . . . . . . i .00 ft Slope . . . . . . . . . . . . . 0 .0050 ft/fit Mannino. '= n . . 0 .012 Discharge . . . . . ,. . . . 0 . 14 cf.s Computed Results Death . . . . . _ . . . . . . . 0 .15 fit Velocity . . . . . . . . . . 1 .82 fps Flow Area . . . . . . . . . 0 .08 st Critical Debt!,, . . . . 0 .15 ft Critical -Slops . . . . 0 .0051 ft/tt. Percent Full . . . . . . 15 .40 Full Capacity . . . . . 2 .73 cts QMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number 0 .99 ( flow ,.s Subcritical ) Open Channel Flow Module . Version 3 . 41 ( c ) 1991 Haestad Methods . Inc . * 37 Brookside. Rd .a_, Watar"Dury, , Ct. 06708 • 0 C.ir'yUlar Channel Analys-Ls & 7eslcln Solved with Manninq 's Equation Open Channel - Uniform flow Worhsheet Name : Coot Chev/Pie--re Aur Comment : C317 Good Ch•�vrolet. to CS16 Good Chevro_et Solve For Actual Depth Given Input Data : Diameter . . . . . . . . . . 1 .00 ft slope . . . . . . . . . . . . . 0 .0050 ft/ft. Mannina 's n . . . . . . . 0 .012 Discharge . . . . . . . . . 0 .24 cfs Computed Results : Depth . . . . . . . . . . . . . 0 .20 ft Velocit.y . . . . . . . . . . 2 . 14 firs Flow Area . . . . . . . . 0 . 11 sf Critical Depth .. . . 0 .20 ft Critical Slop: . . . . 0 .0049 ft/fit Percent Full . . . . . . 20 .04 4, Full Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number . . . .. . 1 .01 ( flow is Supercritical ) Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods . Inc . * 37 Brookside Rd * Waterbury , Ct 06708 `5 0 Circular Chann.a�_ Analysis. & Dssiun Soiveri with Mannino- '- Equation Open Channei .; Unitor(T'I Clow Worksheet Name : good Chev/Pierre Adt Comment. C816 Good ,_.he,ti . o .•et f-n C6,15 aoQd C.hevro i �+- Solve For actual Depth Given Input Data : Diameter . . . . . . . . . . 1 .00 ft Slope . . . . . 0 .0050 tt/ft Manninq 's n . . . . . . 0 .012 DiSeharQe . . . . . . . . . 0 .46 cts Computed Results: Death . . . . . . . . . . . . 0 .28 tt Velocity . . . . . . . . . . 2 .58 tps Flow Area . , . . . . . . . C . 18 St Critical Depth . . . . 0 .28 ft Critical Slope . . . . 0 .0048 tt/fit Percent Full . . . . . . 27 .77 Full Capacity . . . . . 2 .731 cfs OMAX @ .94D . . . . . . . . 2 .94 cfs FrOude Number . . . . . 1 .02 ( flow is Supercritical ) Open Channel. Flow Module . Version 3 .41 ( c ) 1991 haestad Methods ,. Inc . * 37 Brookside Rd * Waterbury . Ct 06708 Solved w.r i. Manninc, yau.3` .. . .. Open Channel. -- Uni'`a' + _ow WOr ksne<t Name: Good COmmenr Ce'_SA 'Good nevT't�1f�" to CB1S Goof C;tv'�JT'Q1e+ Solve For Act,_:a.i Depth .f. y. 1 iVan T-PLIt Data1 D iamater 1 .00 .f:t slope . . . . . . . . . . . . . 0 .0050 #`t/tt Manninq 's n . . . . . . . O 012 Discharac . . . . . . . . . 0 . 1 ' C 4—S Computed Results: Depth . . . . . . . . . . . . . 0 . 14 fit Velocity . . . . . . . . . . 1 .74 fps Flow Area . . . . . . . 0 .07 sf Critical Deoth . . . 0 . 14 t=t Cr i t:. ope . 0 .0052 tt /'f"t. Percent Full . . . . . . 14 .29 Fiji t Capacity . _ . 2 .73 o s QMAX .@ 94D . . . . . . 2 .94 cts Froude dumber 0 .98 flow is Subcritical ) Open Channel Flow Module , Version 3 ,41 ( c ) 1993. Haestad Methods . Tic , 37 Brookside Rd Waterbury . Ct 067C) 71 • Circular :,hanne ^,nalysis & Desi,- n Solved with Manning ', Fcauat.011 Open ChannFs.L Jnifarrn t .t �w Worksheat Name: Good Chev/Pier;-c Comment C8,_= Goad Ch I4t t.0 `.:S � e.vro 1.� Gc;oc, a w...vro t Solve For Actual Death Given Input Data : Diametei. . . . . . . . . . . 1 .00 ft. `lope . . . . . . . . . . . . . 0 .0050 tt./fit Manning 's n . . . . . . . 0 .012 Discharge 0 .82 cfs Computed Results , Dept.h . . . . . . . . . . . . . 0 .38 rt Velocity . . . . . . . . . . 3 .04 fps, Flow Area . . . . . . . . . 0 .27 sf Critical Depth . . . . 0 .38 fit Critical Slope . . . . 0 .0049 ft/ft Percent Fuil . . . . . . 37 .59 Full Capacity . . . . . 2 .73 efs OMAX e .94D . . . . . . . . 2 .94 cfs Froude Number . . . . .. 1 .01 flow is Supercritical ? Open Channel. Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods Inc . * 37 Srookside id * Waterbury Ct 06708 V ircu_ar Criannel Analysis & DesiC}n Solved with Mannin• : '.: Fcauation Ooen Channel - Uniform f l`ow Worksheet-. Name ', OooC .'hev/?ierre Ault `! raiment C814 food C`-ia—vrolet to CRE6 Good Chevrolet Solve For Actual Depth Given Input Data Diameter . . . . . . . 1 .00 ft Slope —. . . . . . . . . . . 0 .00SO ft/ft Mannina 's n . . . . . . . 0 .012 Discharge . . . . . . . . . 0 .94 cfs Computed Results; Death . . . . . . . . . . . . . 0 .40 ft Velocity . . . . . . . . . . 3 . 1 fps Flow Area . . . . . . . . . 0 .30 sf Critical Death . . . . 0 .41 ft Critical Slope . . . . 0 .0049 ft/ft Percent Full . . . . . . 40 .48 4 Full Capacity . . . . . 2 .73 cfs OMAX @ .94D 2 .94 cfs Froude Number . . . . . 1 .01 ( flow is Suoercritical ) Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods . Inc . m 37 Brookside Rd Waterbury . Ct 06708 �3 Ci 'cular Channel Analysis & Des_nn. Solved with Manning ,s Equation Open Channel - Jni+orm *low WOi'ksheet Nair? . Good Chev/P1�.1 "ts `' '" 0mm a n . C81 0 o d w* G Solve For Actual De:,�)t h Given input Data , Diameterr . . . . . . . . , . 1 .00 ft Slope . . . . . . . . . . . . . 0 ,0050 ft/ft. Manning 's n . . . . . . . 0 .012 Discharge . . . . . . . . . 0 . 10 cfs Computed Results : Depth _ . . . . . . . . . . . 0 . 13 ft Velocity . . . . . . . . . , ti .65 fps Flow Area . . . . . . , . . 0 .06 sf Critical Depth . . . . 0 .1` ft Critical Slone . . , , 0 .0053 ft/ft Percent Full . . . . . . 13 .09 Full Capacity . . . . . 2 .73 cts QMAX P._ .94D . . . . . . . . 2 .94 cts Froude Number 0 .97 (flow is SUbcritical ) Open: Channel Flow Module , Version 3 .41 ( c ) 1991 Haesta.d Methods . Inc . - 37 Brookside Rd * Waterbury , Ct 06708 7d Circular Channel A:-iZ.iy3 .S Des {7n solved with Manninq 's Eouatiof Open U-niforri "low Worksheet Name : Good Chev/p:Le-,j—, :ut Comiment '=31_ Good C vj-01 �:t �i� i�u1 i i�aood iswQvrDje, Solve For Actual Deot*i Given Input. Data Dlametei. . . . . . . . . . . i .00 tt Slope . . . . . _ . . . . . 0 .0050 ft/fit Manning, n . . . . . . . 0 .01.2 Discharge . . . . . . . . . 0 .25 cfs Comouted Results. Depth . . . . . . . . . . . . . 0 .20 fit Velocity . . . . . . . . . . 2 . 17 fps Flow Area . . . . . . . . . 0 . 12 sf Critical Deoth 0.21 fit Critical slope . . . . 0 .0049 fit/ft. Pei-cent. FUll . . . . . . 20 .4S Full Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 cts Froude Number. . . . . 1 .01 ' t•low is Supercritical ) Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods . Inc . 'K 37 Brookside Rd * Waterbury . Ct 06708 Circular Channel Ana; ysa s & Desi<in Salved with Mannin- 'sFquat'ion Open Channel. - Uniform glow Wo k:s heet Name Good C.h:_v/a liei re c,ut Comment; C811 Good Chevrolet to C810 Good Solve For Actual De;t`, Given Input Data: Diameter . . . . . . . . . . 1 .00 tt slope . . . . . . . . . . . . 0 .0050 ft/ft ManninWe n . . . . . , . 0 .012 Discharge . . . . . . . . . 0 .54 cfs Computed Results , Depth . . . . . . . . . . . . . 0.30 ft Velocity . . . . . . 2 .70 fos Flow Area . . . . . . . . . 0 .20 sf Critical Depth . . . . 0 .31 ft Cr tical Slope . . . . 0 .0048 ft/ft pe•.-ant Full . . . . . . 30 . 16 F u.' i C Z3oac ity . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 cfs FrOUde Number . . . . . 1 .02 ( flow i S SUOercrit icai Open Channel Flow Module , Version 3 .41 ( c ) 1991 Haestad Methods , Inc . x 37 Brookside Rd Waterbury , Ct 06708 7C zrculaY C �arn:?i. !.naiv is & Da an Solved with Mannina 's Equation Open Channel - Uni.torrn tiow Wor ksheet Name : Good Comment : C810 Good Chevy c>!.et t,7 CS7 Good C:he\)-i-ole t Solve For Actual Death Given input Data : Diameter . . . . . . . . . . 1 .00 ft Slopes . . . . . . . . . . . . . 0 .0050 ft/fit Manninn 's n . . . . . . . 0 .012 Discharge . . . . . . 0 .77 .:is Computed Results: Depth . . . . . . . . . . . . . 0 .36 .fit Velocity . . . . . . . . . . 2 .99 fos Flow Area . . . . . . . . . 0 .26 sf Critical Depth . . . . 0 .37 fit Critical Slope . . . . 0 .0048 ft/tt Percent Full. . . . . . . 36 .34 Fuli Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number . . . . . 1 .02 ( tlow is Suoercritical ) Open Channel Flow Module , Version 3 .41 ( c ) 1991 Haestad Methods . Inc . ,k 37 Brookside Rd C-Jat.erbury , Ct 06708 C-7 Circular Channel & Design Solved with Manninc: 'w, Eauation ©!.en Channel - Unlll-orm,, f low a t Wor ksheet. Name : good Chev/Pierre Au t. Comment : C39 ,00d ,Chev-,•n1Lt. to C87 GooJ Chavrolet Solve For Actual Death Given Input Data Diameter . . . . . . . . . . 1 .00 . 7t slope . . . . . . . . . . . . . 0 .0050 ft/ft Manninq 's n . . . . . . . 0 .012 Discharge , . . . . . . . 0 . 16 cfs Computed Results: Depth . . ... . . . . . . . . . 0 . 16 rt Velocity . . . , . : . . , . 1 .90 fps Flow Area . . . . 0 .08 sf Critical Depth . . . . 0 . 16 rt Critical Slope . . . . 0 .0051 ft/ft Percent. Full . . . . . . 16 .43 Full Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 cfs Froude dumber . , . . . 0 .99 ' flow is aubcrit.ical ) O.oen Channel Flow Module . Version 3 .41 ( c ) 1991. �;aestad Methods , Inc . * 37 Brookside, Rd Waterbury , Ct 06708 7 Circular Charnel Analysis Solved with Manninn 's Equation Oven Channel - Uniform flow Worksheei:. Name : Goof Chev/F°.ier.,EI Aut Comment C88 Good Chevrolet to C137 Good Chevrolet Solve For Actual Given Input Data Diameter 1 .0^ fit Slope . _ _ . . . . . . . 0 .0050 ft/ft Manninq 's 0 .012 Discharge . . . . . . . . . 0 . ' ? -:fs Computed Results Death . . . . . . 0 . 1!+ rt. Velocity . . . . . . . . 1 .74 fQs Flow Area . . . . . . . . . 0 .07 s' Critical Depth . . . , 0 .14 ft Critical Slope . . . . O .0052 ft./ft Pei-cent Full . . . . . . 14 .29 Full Capacity . . . . . 2 .73 cfis OMAX @ .94D . . . . . . . . 2 .94 cfs =roude Number . . . . . 0 .98 ( flow is Subcritical ) Open Channel Flow Module . Version 3 .41 ( c ) 1991 haest.ad Methods . Inc * 37 Brookside Rd * Waterbury , Ct 06708 75 a Circular Channel Analysis & Desian Solved weth Manning 's Equation uPer, �h:-;nre l Uniform .!nw j Worksheet (dame: Gooc. Chev/Pierre Aut Comment : :.*87 Good C.hevrolat to r86 Good Chfevr :l�,t. Solve For Actual Depth Given 'Input Data : Diamater . . . . . . . . . . 1 .00 ft Slope . . . - - . . . . 0 .0050 -ft/ft Mannina 's n . . . . . . . 0 .012 Discharge . . . . . . . . . —02 cfs Computed Results : Death . . . . . . . . . . . . velocity . . . . . . . 3 .22 fps Flow Area . . . . . . . . . 0 .32 sf Critical Depth . . 0.42 ft Critical slope . . . .. 0 .0050 ft/ft Percent Full . . . . . . 42 .33 Full Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 cfs FrOUde Number . . . . . 1 .00 ( tlow is Critical ) Open Channel Flow Module . Version 3 .41 ( c ) 1991 Haestad Methods , Inc . * 37 Brookside Rd Waterbury . Ct 06708 03 Circular Channe ,. Solve. with Manninc '� Ea,jat.ion Os en "'hannal - Jn:.form fl .w Worksheet Namel Good Chev/Pierre Aut Comment : C86 Good Chevrolet to Vault Good Chevrolet Solve For Actual Death Given Input Data; Diameter - - . . . . . 0G ft Sloae . . . . . . . ,00 o fit/fit. Manning 's n . . . . 0 .012 Discharge. . . . . . . . . . 2 . 11 cfs Computed Results: Depth . . . . . . 0 .66 }t Velocity . . . . . . . . 3 .84 fps Flow Area . . , 0..55 sf Ci-i"tical Depth . . . . 0 .62 fit Critical Slope . . . . 0 .0060 ft/ft Percent Full . . . . , . 66 .01 Full Capacity . . . . . 2 .73 cfs QM;A-'X. @ .94D . . . . . . . . 2 .94 cfs f=roude Number . . . . . 0 .89 ( flow is Subcritical ) -a OD-en Channel "-low Mods_ie . Version 3 .41 ( c ) 1991 Haesta.d ",Iethods , In 37 Brookside Rd Waterbury , _t 06708 Circular n.ans... I A7na'y s i s; & Des.iq'n Solved w'j' th Munn lam' '^ Eauat- on Open Channel - Jr:.it r^i ;lo,A Work-she-at Nania _ Goo: Chev/Pierre Out Comment (_:84 SW 12'th Street to C-83 S'W Street Solve; For actual Depth rive; input Data Diameter . . . . . . . . . . 1 .00 tt. Slone 0 .0050 tt/"tt Mannins ,s n . . . . . . . 0 .01 Discharge . . . . . . . . .. .05 cts ComQutad ResuItw " Depth . . . . . . . . . . . . 0 .09 ft Velocity . . . . . . . , . . 1 .34 fps Flow Area . . . . . . . . . 0 .04 sf Critical Depth . . . . 0 .09 ft Critical Slope . . . . 0 .0058 tt/fit Percent Full . . . . . . 9 .40 Full Capacity . . . . . 2 .73 cts QMAX @ .94D . . . . . . . . 2.94 cfs Froude Number . . . . . 0 .93 Clow is Subcriticel ) Open. Channel Flout Module . Version 3 .41 ( c ) 1991 Haestad Methods . Inc . * 37 Brookside Rd * 'Waterbury . C:t O6708 �Y So i V ed w1th.. Mar1nIr s EQ:.I Ic-,n. i D o e rl ha 1 F,1 ... U r;i or rrl i i o w, Worksheet Name , Good Chev/Pierre Aut Comment: C83 SW 12th Street to Existing C8 Maoie Ave Soiv:z For Actual Depth Given Input Data : Dia—eter . . , . . . . . . . 1 .00 ft Slope . . . . . . . . . . . 0 .0050 ft/ft Manninq 's n . . . . . . . 0 .012 D scnarae . . . . . . . . . 0 .08 ! ' 13 Computed Results ; Depth . . . . . . . . . . . . . 0 .12 +t Veiocitv . . . . . . . . . . 1 .54 fps Flow Area . .. . . . . . . 0 .05 sf Critical Depth . . . . 0 . 12 ft Critical Slope . . . , :,00S5 fit/ft. Percent Fuli . . . . . . 11 .76 Full Capacity . . . . .. 2 .73 cts QMAX e .94D . . . . . . . . 2 .9-11 cfs Froude Number . . . . . 0 .96 ( flow is Subcritical ) Open Channe.! Flog Module . Version .41 ( c ) 1991 Haestad Methods. Inc . K 37 Brookside Rd 4, 'Wateroury , Ct 0670:� �3 C r -u-aT' °�L'S1t n Soiva-d w..th, Ec�uat. on. Op-on Channei U-nil` orr, --low l•t0';'KShBQ' Name Goo .nev/P l e' (:,,ut Co inen'. : C82 SW 12th Street to C81 SW 12th,, Street Solve For Actual Death Given Input Data Diameter . . . . . . . . . . 1 .00 t:t`J.'lope . . . . . . . . . . . . . 0 .0050 tt/!y t Mann i na 's n 0 .012 uiscnarge . . . . . . . . . 0 .05 C"'s Commuted Results: uepth . . . . . 0 .09 +t Velocity . . . . . . . . . 1 .34 fps Flow area . , . . . . . 0 .04 s Critical Depth ; . . . 0 .09 ft Critical Slope . . . . 0 .0058 ft/ft Percent Full . . . 9 .40 a Full Capacity . . . . . 2 _73 cfs QMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number . . . . . 0 .93 ( flow is Subcritical ) Olen Channel Flow Module . Version 3 .41 ( c ) 199 Haestad Methods . Inc - * 37 3rookside Rd * Watwrbury , Ct 06708 I-ircular Channs � Analysis _-esi�qn Solved with Ma—ninq 's E,uation Open U-niform.. -," Iow Worksheet- Name: Good Chev/Pierre: Aut Comment C 8 1 SW 12th StraMt t `xist C8 SW 1Z-?tth S' Soiv For Actual Depth Giver; Input Data Diameter . . . , . . . . . . 1 .00 ft Slope . . . . . . . . . _ 0 .0050 fit/fit Manning 's n . . . . . . . 0 .012 Disch.arge . , , . . . 0 .08 c-ts Computed Results: Velocity . . . 1 .54 fD Flow Area . . . . . . 0 .05 sr Critical Depth . . .. . 0 .12 fit. Critical Slope , . . . 0.005S fit/fit Percent Full . . . . . . 11 .76 a Full Capacity . . . . . 2 .73 cis OMAX @ .94D . . . . . . . . 2 .94 cts Froude Number _ __ 0 .96 ( filow is Suuc:rit.ical Open Channel Flow Module , Version 3 .41. ( c ) 1991 Haestad Methods , Inc . * 37 Brookside Rd * Waterbury . 0670 S o I v e c with M..;niun 's Ecivatior Derv: C h a n n e i 'wtii ? o r m 11 aow Worksheet Name: Good Chev/Pie7 -. w Aut Comment: Exist . C3 SW 12th ST to Water Quality Swale Solve For Actual Depth Given Inout Data : Diarnete . . . . . . . . . . . 1 .00 ft slope . . . . . . . . 0 .0050 ft/ft Manning 's n . . . . . . . 0 .012 Discharge . . . . . . . . . 0 y :J{; cfs Computed Results: Depth . . . . . . . . . . . . 0 _21 fit Velocity _ _ . . . . . 2. 19 fps Flow Area . . . . . . . . . 3 . 12 sf Critical Depth . () . f t Critical Slope . . 0 .0049 tt/I Percent Full . . . . . 20_ ?` Full Capacity . . . . . 2 .73 cfs QMAX @ .94D . . . . . . . . 2 .94 cfs Froude Number , . . . . 1 .01 ( flow is Supercritical ) Open Channel Flow Module , Ve -sio^ 3 .41 ( c ) 1991 Haestad Methods . Inc . * 37 Brookside Rd * Waterbury . :t 06705 69 So i v e d with M<^-nin].nri _ ;,:.,:!U:'z` Workslieet Name; Good, Chev/Pi.errE ALIt Comr:,Ar;t Detent -ion Val..,.' t to CBS Good Chevrolet. Solve For Actual Deot'i iven Input Data , Diameter . . . . . . . .. . 1 .2S ft Slope . 0 .0070 ~t./ft Manning 's n . . . . . . . 0 .012 0ischarsae . . . 3 .34 cts Computed Results- Depth . . . . . . . . . . . . . 0 .68 f t Velocity — . . . 4 .93 fps Flow Area . . . . 0 .68 Sf Critical Depth . . . . 0 .74 ft Critical Slope . . . . 0 .0053 ft/ft Percent Full . . 54 .11 a Full Capacity . . . . . 5 .86 cfs OMA): @ .94D 6 .30 cfs Froude Number . . . . . 1 . 18 ( flaw is Supercritical ) Open Channel Flow Module , VEIrsion 3 .41 ! c ) 1991 Naestad Methods !no . *- 37 Srookside Rd *. •.atarbury .. Ct 0670 Cirou Channel Analysis & Oesin�� 5olv�� with Manninn 's Equation Open Chunnei — Uniform flow Wnrkoheet Name: Good Chev/Pierrm Aut Comm+xL � CO'." Guuq Chov ' Lo Water ()uality 5wale Solve For Actual Depth Given Input Data : Diameter ' ' ' ' ' . . ' . ' l .25 ft SloPe . , . . ' ' . ' ' ' ' ' ' 0 '0060 ft/ft Manninq `o n ' ' ' . ' . 0 '012 Diocharge ' . ' ' ' ' . ' ' —J '34 cfs Computed Results: Depth ' ` ' ' . ' ' . ' ', . ' O '71 ft Valuuity ' ' ' . ' ' ' ' ' ' 4 '65 fpo Flow Area ' ' ' ' . ' ' ' . 0 '72 of Critical. Depth ' ' ' ' 0 '74 ft Critical Slopm ' ' . ' 0 '0053 ft/ft Pei-cent Full ' . ' ' ' ' 56 '76 % Full Capaoity ' ' . ' ' 5 '42 ofs QMAX @ '94D ' ' , ' . . ' ' 5 '83 cfa Froude Number ' ' ' ' ' 1 .07 ( flow is Supercritical ) Circular Channel Analysis & Desiqn Solved with Manninp`o Eouation Circular Channel Analysis & Dmigu Solved with ManninU'o Equation Open Channel, - Uniform flow OPon Channel - Uniform flow Wmkohemt Name: Good Chm/Piorro Aut Workoheot Name: Good Chov/Piorro Aut Comment: Water Quality Swale to Exist. C8 Comment: Existing CO to Existing C8 Solve For Actual Depth Solve For Actual Depth Given Input Data: Given Input Data: Diamotor.......... 1.50 ft ' Diameter 1 SO ft S}moo............. 0.0700 ft/ft w '''''''''' � S1�m O �6O ft/ft Manninq's n......� O.O12 �''''''''�''' ' DioxharVe......... 5.44 cfo Ma»»i»0'« n....... 0.012 Discharge......... 5.44 ufo Computed Results: n Computed Results: 0ov k 0 0 ft ` ''''''�'''^'' ' ai ��th''''''''.'''' O'61 ft Velocity 12.92 fps Velocity !O 18 fps Flow Aroa......... O.0 uf '''''''''' ' Flow Area O 53 of Critical Dooth.... 0.90 ft '''''''�' ' Critical Depth O YO ft Critical Slope.... 0.0031 ft/ft '''' ' Critical Slope O 0OS1 ft/ftPoroont Full �.�.�.� 28.78 ''�' ' Po/cont Full 3� 22 � Full CamcitY..... JO.\\ ufo '''''' ' Full Covacit� 21 5Y s OHAX @.940........ 32.39 xfo ''''' ' � U8AX � YN) 23 �3 do F,oudo Numbor..... 4.09 (flow is Suoorcritioa1) ' '''''�'' � Fmudo Numbor..... 2.93 (flow is Supomritico}) \» �� • 0 ING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL URE 4.33A RATIONAL METHOD UNIT PEAK RAINFALL INTENSITY(25 YEAR STORM) "i2S" O O U-5 rn 0 Cr Lf7 DD O DD U7 O h� LQ O LO LC i LC3 O N Li r+ -f- 0 M, O h7 U-3 CV C:� C-7 Lf7 O 6.3 Minutes Minimum U-, O (] O O C] O O C] C:> f7 r� CT D� r-- LZI LC3 O O O O O O O O O O i25 (inches/hour) For basins with T,longer than 100 minutes use the Hydrograph Analysis Method to obtain QR (See Section 3.5) 4.3.3-4 1/90 6�, KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.4A NOMOGRAPH FOR SIZING CIRCULAR DRAINS FLOWING FULL 1000 900 800 .0001 700 2.0 600 .0002 500 0003 Minimum Allowable 400 .0004 .0001 Velocity .0006 (Flowing� 3.p 300 Full) 120 .0008 .0002 cV .001 - 108 .0003 0 200 96 11 '0004 4.0 90 c .002 .0005 84 cc .0006 78 O .003 .0008 72 004 66 w .005 .001 5.0 100 60 O .006 _N 0 Z 90 554 U 008 .002 O 800 w q g 01 .003 o w 6.0 = 42 .004 cc 60 Z 36 .02 .005 O LU 7.0 006 LL Ci 50 Z 33 •03 .008 a w 8.0 Z 40 w 30 .04 .010 O L w a 27 .05 N Z 9.0 Q30 24 .08 .020 10.0 = 0 21 .10 _. U o= 030 U 20 w 18 .040 �i 050 > Q 15 .060 Q 080 12 100 10 . 10 9 SAMPLE USE 8 7 8 24" dia. CMP @ 2%slope yields 20.0 6 17cfs @ 5.2 FPS velocity (n = 0.024) 5 g Values per Manning`s Equation 4 Q= ( 1.49� ARC/3 s% n 30.0 , 3 This table can be converted to other"n"values by applying 2 formula: 40.0 01 n1 02 n2 • 0 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1C 2-YEAR 24-IIOUR ISOPLUVIALS Klrklrrd c\iO E BLLV1-i / •: 1 k4rcl -,I- rf — / S o., — \ / T Kartl(v CV CV -t ,fir CIV 2-YEAR 24-HOUR PRECIPITATION -�• , ..3.4-` ISOPLUVIALS OF 2-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES ^^•• — ` _ �/ 0 1 2 3 4 5 6 7 B Mlles `Y •J 1:300,000 ,v 1/90 3.5.1-8 • • � i �`1, i i � i 0 0 V. OONVEYANCE _SYSTEMS ANALYSIS Pipe calculations have been included in this section. C1¢ VI . SPECIAL REPORTS AND STUDIES The soils report prepared by Associated Earth Sciences, Inc. and the vertical curve calculations have been included in this section. 39( -1