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HomeMy WebLinkAboutSWP272108 STORH DRAINAGE CALCULATIONS FOR KENNY VUE PLAT RENTON WASHINGTON FILE NO. PP,V-012-90 OUR JOB NO. 623-004-901 BY TOUMA ENGINEERS 15668 WEST VALLEY HIGHWAY SEATTLE, WASHINGTON 98188 ( 206 ) 255-4100 A: Tn. .. Crv+ns,, 2 v O e• TABLE OF CONTENTS I PROJECT OVERVIEW II PRELIMINARY CONDITIONS SUMMARY III OFF-SITE ANALYSIS IV RETENTION-DETENTION ANALYSIS V CONVEYANCE SYSTEM ANALYSIS V1 SPECIAL REPORTS BIO-FILTRATION DESIGN INDIVIDUAL HOUSE INFILTRATION DESIGN VII BASIN AND COMMUNITY PLANNING NIA VI11 OTHER PERMITS hJ / A IX EROSION-SEDIMENTATION CONTROL X BUND QUANTITIES, R/D SUMMARY, DECLARATION OF COVENANT XI MAINTENANCE AND OPERATIONO' MANUAL I . PROJECT OVERVIEW PROJECT OVERVIEW This property encompasses an area of about 7 . 32 Acres which we proposing to subdivide into 29 lots . The present property is undeveloped except for two single family houses situated at the south of the plat that front on N . E . 29th Street . The present zoning for the property is R-1 . This parcel of land is situated in the NE 1/4 of section 5, Township 23 N . , Range 5 E . , W. M. The property is bounded on the south by NE 29th st . , On the east by a single family development, on the north by a large single family tract , and on the west, ( 259 ' east of Jones Road ) , by large single family lots . The topography of the site is hilly sloping predominantly to the west, but with a small north and northeast portion sloping to the north . We are proposing to use a buried tank for detention and infiltration . The soils according to the King County Soil Survey are Indianola ( type A) which are characterized by high infiltration rates ( see the attached map ) . A lined Biofiltration ditch will be designed along the property lines of some of the lots . The lined Biofiltration ditch is required to protect from possible ground water contamination before the runoff can be infiltrated back into the ground by use of the buried and perforaated tank . We will also design an individual lut/house infiltration system to be installed on all of the lots within this plat . The plat will have up to 29 lots with the size of each lot ranginy from 7212 square feet to 12, 746 square feet . The plat improvements will be designed to the City of Renton standards for street, storm, water , sanitary sewer , and street light systems . a ` 1 W. V � `LZ PRELIMINARY CONDITIONS CONCLUSIONS Preliminary Plat 1. The proposed 29-lot preliminary plat appears to serve the pubic use and interest. The proposed plat is compatible with the Comprehensive Plan's designation of the site as suitable for single family as well as the site's zoning of R-1. The development of the site will permit the in- filling of an area that is generally well served by utility lines rather than forcing development into outlying areas where such services are not readily available. The development will also provide a wider range of single family housing choices in a developed single family area, with good access to transportation corridors and employment opportunities. 2. The development of the site will increase the population and housing density, and add additional traffic to this area. Like many of the new plats in the area, the lot sizes conform more closely with the underlying zoning, that is, lots of 7,200 square feet, than the older, larger lots now found in the area. While these new lots are somewhat uncharacteristic of existing lots, there are similarly sized lots within the general area. It would be difficult to characterize these lots as being substantially different than the lots along Monterey to the east. In addition, they do satisfy the criteria found in both the Zoning and Subdivision Codes. The city has not provided a mid-range suburban lot size while obviously, a developer can provide any size lot as long as it meets the minimum standards. In this case, the lots vary from just about the minimum required to well over the minimum. Many of the lots exceed the minimum by more than 1,000 square feet, and some approach double the required minimum. 3. This office has already commented on the increasing replatting that has taken place in the Kennydale area of the city. This major plat joins a number of others, mostly short plats, that have slowly increased the housing density in the area. The urban characteristics of the Kennydale area are beginning to emerge. 4. The block arrangement flowing around an almost spiraling cul-de-sac provides an almost —Ordinary two-tier lot arrangement. There will be two tiers of lots along N.E. 24th and along the east side of Kennewick Avenue. The cul-de-sac provides access to what would otherwise be unaccessible internal portions of the existing large parcels that comprise the subject site. 5. The applicant should be required to provide for a consistent roadway width along N.E. 24th since inconsistent widths can lead to unsafe traffic flow. Cars, and this site, wil generate an additional 270 trips per day, require safe standard driving surfaces, and this generally is reflected in consistent pavement widths. Pavement should not abruptly change from full width to partial widths. 6. The removal of existing trees is regulated by the city. The emergency access road will be buffered by landscaping along each side to protect the quiet of the adjacent singe ami y ome�e other properties an es all provide the necessary setback from the proposed Kennewick roadway. 7. The development will be subject to routine city review, and standards for utility installation, road construction, and grading and filling will be followed. Work will be monitored by the city. 8. In general, development of these parcels will provide an increase in the tax base of the city, offsetting to some extent the impact of development. The payment of the park fee will permit the city to eventually acquire additional park facilities, or upgrade existing facilities to accommodate the new residents. 9. In conclusion, the City Council should approve the proposed Preliminary Plat as it serves the u is u est su ec o e app i i nism at assures mom en nce of the storm drainage system an t e secondary roadway and pedestrian corridors. This would mostly likely take the form of a homeowners' association. Variance 10. Variances may be granted when the property generally satisfies all the conditions described in part below: R. The applicant suffers undue hardship caused by special circumstances such as: the size, shape, topography, or location where code enforcement would deprive the owner of rights and privileges enjoyed by others similarly situated; b. The granting of the variance would not materially harm either the public welfare or other property in the vicinity; C. The approval will not constitute a special privilege inconsistent with the limitations on other property in the vicinity; and d. The variance is the minimum variance necessary to allow reasonable development of the subject site. The applicant's property appears ripe for the variance requested. 11. The site's size, particularly its depth, makes access to the internal portions of the site difficult from N.E. 24th Street. In addition, the profile of N.E. 24th Street suggests that the number of intersections be kept to a minimum since sight distance is limited. The longer cul-de-sac will provide access to each of the internal lots, yet create only one additional intersection along the north side of N.E. 24th Street - the intersection of Kennewick and 24th. While it does exceed the 500 foot limit prescribed by code, variances are permitted when they allow reasonable use of property. The proposed variance permits the applicant to divide the large parcel in 29 reasonably sized lots that all meet or exceed the lot size requirements of the Zoning Code. 12. The approval of a variance for a road length of 772 feet will not adversely impact either the public welfare or other property in the vicinity. There will be an emergency access road that actually shortens the distance into the center of the plat to approximately 350 feet. The variance does not exarcerbate the impacts of Kennewick since the trips will be spread over the length of a day, and most trips from single family homes originate during daylight hours. 13. Since variances for both private roads and cul-de-sacs that exceed 500 feet have been approved in similar situations where lots are exceptionally large or deep, the applicant is not being granted a special privilege. 14. Finally, the proposed variance, when coupled with the secondary roadway, appears to be the minimum variance that will permit the division of the acreage into reasonably sized and shaped parcels, and provides reasonable and safe access onto N.E. 24th Street. RECOMMENDATION The City Council should approve the proposed Preliminary Plat, subject to the following conditions: 1. The applicant comply with the conditions imposed by the ERC. 2. The applicant shall improve N.E. 24th Street to standard dimensions Along Its� If this does not prove possible then the applicant shall provide a smooth transition between roadway alignments subject to the approval of the Public Works Department. 3. The final tree preservation plan shall be approved by the City's landscape planner. 4. The applicant shall provide for a homeowners' association or other mechanism that assures maintenance of the storm drainage system and the secondary roadway and pedestrian corridors as shown on Exhibit #2. 5. The secondary access and pedestrian pathways, again, as shown on Exhibit #2, shall be paved, landscaped and lighted in a manner approved by the Planning staff. DECISION The Variance for a cul-de-sac of approximately 772 feet is approved subject to the following condition: 1. The cul-de-sac shall meet the standard requirements with curbs, gutters and sidewalks on both sides of the street. ORDERED THIS 2nd day of October, 1990. FRED J. KA MAN HEARING E AMINER TRANSMITTED THIS 2nd day of October, 1990 to the parties of record: Tom Touma Touma Engineers 15668 West Valley Highway Seattle, WA 98188 Earl Westlund 1800 NE 44th Street, Suite 220 Renton, WA 98056 John Cowan 1830 NE 24th Renton, Washington Jim Blundre 1800 NE 24th Street Renton, Washington Jim Frey 2425 Monterey NE Renton, WA 98056 Katherine Wright 1500 Monterey Avenue NE Renton, WA 98056 III OFF-SITE ANALYSIS OFF-SITE ANALYSIS UPSTREAM AREAS The plat to the east has some back yards that slope to our proposed project but no concentrated flows are directed to this plat for us to have to pick up in a conveyance system. There are no notable upstream areas of concern . The street and storm flows from Monterey flow south across NE 24th then west on the south side of the street in 12" pipe for about 4201 . This flow continues west in a shallow roadside ditch to Jones Ave . NE. DOWNSTREAM AREAS There are two downstream areas, one minor to the north, and the main one to the west of the plat which eventually goes to Lake Washington . For tht- basin to the north we have done hydrograph calculations for our property for existing conditions and developed conditions . These calculations and performance curves indicate that the differance between existing and developed are minimal . Under the proposed conditions the impervious surfaces will be required to be connected to the individual infiltration systems . For the basin to the west , drainage continues to Jones Ave . then west and north. ( see attached map) The drainage flows west from Jones Rd . on the south side of NE 24th street in a 9 ' wide ditch . The flow is piped under NE24th in a culvert and cont:. iiiue : northwesterly in a broad channel about 700 feet . At this point the runoff is picked up in a 29" CMP and flows under SR 405 to the weL>t side . ( see attached state map ) At this point the flow enters an open ditch flowing north about 950 ' , then enters a 29 " culvert . This flow follows a deep ravine to Lake Washington about 2000 ' to the southwest . 1 I) •A kF •.� 1 8h 0.kF R i B N '• B B 29 2 � ..ABC.. m ♦a 42 a� !. — I OxC KPD 0 -.ALC A KP@' •+ .Pin I NEvVVP0 aC + InA ABB x 4 r, W AmC �. . P •KPD s E h + ,•,. I 9eC 3 M _ ABD 3 .1 �.•. M .� •s IEvC :3eD Maam y e KCL Y !. f EvC 9�0 — XiD •Y. 0 No F /18C BMA 605 �s ' r S t m •\I r'ABC KennydaleIt i• _ P. 11 11 AkF .A. ANF 1• 1 •. InC .R AkF .. ALC Coleman Poin QI, rr P,T Az. Ago 45:: it ..!1 J-�' •+I Il�'1 .t . "1• AnrC • I� 3iC'.4' 1 'i! J AB •,� ! // EVC•� If a r•. S " .I. 1 ,�t t x 1 ,ABC $WT V _ _ �111 Uf 11I. I_• + i s (� 1 1 rAm4 • ,..G ,/ x. _ FA •I RE �E - ! % Plant .,r/ / _ 1 ' J '' '\�;—i�� �• 'Jr�� P.F�ITCN ;'r �r `� '•:RaE 1 T �qt' I�! „! .: . _l� J1�( y' �� A—I RENTON 1.0 MI. 12'30" (Joins sheet 11) RdC 10, RENTON LT MI. Scale 1:24 000 2 1., 0 l 2 Wes 3000 2000 1000 0 5000 J0000 Feet rn:l 1.1 n nee or a W of 20 1 K111r '")I 1'1TY AREA, 144$H1,1GT^•1 1i7, 5 gravelly coarse sand to very gravelly loamy sand. the presence of a consolidated substratum at a depth Depth to the IIC horizon ranges from 18 to 36 of 7 to 20 feet. This substratum is the same mate- inches. rial as that in the Alderwood soils. Some areas are up to 5 percent included Alderwood Some areas are up to 5 percent included Norma, soils, on the more rolling and undulating parts of Seattle, and Tukwila soils, all of which are poorly the landscape; some are about 5 percent the deep, drained. sandy Indianola soils; and some are up to 25 percent Runoff is slow to medium, and the erosion hazard Neilton very gravelly loamy sands. Also included is slight to moderate. in mapping are areas where consolidated glacial till, Most of the acreage is used for timber. Capabil- which characteristically underlies Alderwood soils, ity unit VIs-1; woodland group 30. is at a depth of 5 to 15 feet. Permeability is rapid. The effective rooting depth is 60 inches or more. Available water capac- Indianola Series ity is low. Runoff is slow, and the erosion hazard is slight. The Indianola series is made up of somewhat This soil is used for timber and pasture and for excessively drained soils that formed under conifers urban development. Capability unit TVs-1; woodland in sandy, recessional, stratified glacial drift. group 3f3. These undulating, rolling, and hummocky soils are on terraces. Slopes are 0 to 30 percent. The annual Everett gravelly sandy loam, 5 to 15 percent precipitation is 30 to 55 inches, and the mean slT opes (EvC) .--This soil rs rolltng. Areas are annual air temperature is about 500 F. The frost- rrregular in shape, have a convex surface, and range free season is 150 to 210 days. Elevation ranges from 25 acres to more than 200 acres in size. Run- from about sea level to 1,006 feet. off is slow to medium, and the erosion hazard is In a representative profile, the upper 30 inches slight to moderate. is brown, dark yellowish-brown, and light olive-- Soils included with this soil in mapping make up brown loamy fine sand. This is underlain by olive no more than 25 percent of the total acreage. Some sand that extends to a depth of 60 inches or more areas are up to 5 percent Alderwood soils, which (pl. I , right) . overlie consolidated glacial till; some are up to Indianola soils are used for Limner and for urban 20 percent Neilton very gravelly loamy sand; and development. some are about 15 percent included areas of Everett soils where slopes are more gentle than 5 percent Indianola loamy fine sand. 4 to 1S percent slopes and where they are steeper than 15 percent. (1nC) .--Tnis undulating an rolling soil has corvex This Everett soil is used for timber and pasture slopes it is near the edges of upland terraces. and for urban development. Capability unit VIs-1; Areas range from 5 to more than 100 acres in size. woodland group 3f3. Representative profile of Indianola loamy fine sand, 4 to 15 percent slopes, in forest, 1,600 feet Everett gravelly sandy loam, 15 to 30 percent west and 000 feet south of the northeast corner of lopes (Ev s D) .--This scrl occurs as long, narrow sec. 32, T. 25 N. , R. 6 E. : areas, mostly along drainagew•ays or on short slopes between terrace benches. It is similar to E\'CTett 01--3/4 inch to 0, leaf litter. gravelly sandy loam, 0 to 5 percent slopes, but in 921ir--0 to 6 inches, broum (IOYP. 4/3) loamy fine most places is stonier and more gravelly. sand, brown (lOYR 5/3) dry; massive; soft, Soils included with this soil in mapping mike up very friable, nonsticky, nonplastic; many no more than 30 percent of the total acrcago. Some roots; slightly acid; clear, smooth boundary. areas are up to 10 percent Alderwood soi]!�, whicl; 4 to B inches thick. overlie consolidated glacial till; some ❑r( ui to 5 B2:ir--(- to 35 in Hies, dark yellowish-brown (]OYR percent the deep, sandy Indianola soils; _-or.c are 414) loam; fine sand, brown (10YR 5/3) dry; up to 10 percent Neilton very gravelly lua:.: sand; massive; soft, very friable, nonsticky, non- and some arc about 15 percent included area, of plastic; connon roots; slightly acid; clear, Everett soils where slopes are less than 1L vorcent. smoutli boun& ry. 6 to 1S inches thick. Runoff is medium to rapid, and the erorior. .'iazard CI--K: to v) inches, light olive-brown (2.5Y 514) is moderate to scccre. loam' fine sand, yellowish brown (IOYR 6/4) Most of the acreage is used for timber. Cap-_ dry; massive; soft, very friable, nonsticky, bility unit Cle-1 •' woodland group 3172. nonplastic; cation roots; slightly acid; - gradual , smooth boundary. 12 to 17 inches Everett-Alderwood gravelly sandy loans . : to ]5 thick. percent slopes (f wC) .--This mapping unit : s a?-emit C2--.-30 to 60 inches, olive (SY 514) sand, light equal parts Everett and Alderwood soils. ]llc s,.ls trownish gray (2.S) 6/2) dry; single grain; are rolling. Slopes are dominantly 6 to 10 percrnt, loose, nonstickv, nonplastic; few roots; but range from gentle to steep. Most areas arc slightly acid. Many feet thick. irregular in shape and range from 15 to IrM arres or more in size. In areas classified as Leeretl T,rere is a thin, very dar): brown Al horizon at soils, field examination and geologic maps indicntc the >:n'facc in some places. The B horizon ranges 16 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL CFIGURE 3.51A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP* Alderwocd C Orcas Peat D Arents• Alderwood Material C Oridia D Arents. Everett Material B Oval[ C Beaushe C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Eadmont Silt Loam D Riverwash. Variable Edgewick C Salal C Everett A Sammamish D Indianola A Seattle D r sap Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neillon A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D i 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 potential). 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, -I H-55, Second Edition,June 19M, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form N5, September 1988. 3.5.2-2 1/90 N 191,487.63 I I iI E 1,663,468.88 - \ n ryn 307 IUt % � oL_— �\XI,- OO — a� \ 13oa �II I , f --- Ir I t " lO ❑ ❑ p � Tr ❑❑ I Q \\ B,HusH I J ❑ I i ' „ . ❑ k L��1 f _ El CD I (�---- �x ^;^_ _ / i / I r11❑ OR TR —X x1— LJ � ' LJ El 29 Li /// x 1 ' x I ❑ "- / TREES II -- - " ❑ C / --x 1 258 x l o \� -(� -- - x r ', —xx _ �_�_ , . _ -=_ - 11 62?6 I ❑ 317 / - I x— I I i I � x _ � i I _ / TREES ❑ I I , 2'1 C P --- ILL., I T R EES JISE_9 _7H ST_- 231 x r ' Z 297 I r t 317 \, _ l2a1 B Ru H ff 1 I Ii� x OR U 308 1 ,x 299 ❑ 1 W I REE UX O IIi ❑ -x 11 Imo: B I'. 12 I jQ x 277 RUSH 1 1 i ,�--❑ I I D3I 5T. E� HT 259J III It' \ 1 2a1 _762x� 100 S -- / 75€_ it xOR rl O 1 I 1, � , II x W. L 272 )a� J �11 1 KENNY VUE OFFS I TE ANALYS I S x i= uP `arTEE.AM - DOWNSTREAM MAP 1 I Ix x �i... 4 % - _ _��-'I a BRUSH to 7R E x x 11 r I -J �jr ., �� �� x .TREES ��� I -.�w �7 ` it 7OW— ^ J N n !•1 hVh • 0 ~ V y V i a mad C 8 N N R O O vet� � I p ~ P, At iN- 11 JL Q � .nrrurrnnir ... %, ->T,-77777�/�Tm]%: °o C ��'O 9 p LtNE — o 3 4 n Cl v:: — 8 CI n ` - •--C --C— C. SR 405_ — — — — — -- I — — — ---- -- _ ' u~i v 390 .�rA:Cys N ,•01 ?2 z r C G - — - —. - - - - - - - — — — - na Lu 10 24 Q PCSP O-:_ _— — 2— — 12" PCSP C8-TI , A. o. • etC S] P .T. • y CB•T1 �V_ zs•�533 e� -�-12- B-Ti" +b•. - �- FIKa F•^•• ,. �m"Y L401 .51.1 PO.r(32RtJ t_cro .`_ e b '9eoPbS•eeB�Pe S6 i 12 !' 13 RfW LINE h 5 1I w � zz � � I) u 3 I mm N CC 3 IA: k,A S NOTE: {'nr &s,n,Se Ffsn UStnd See Shed Ne. 56 �7 L n`IA I1 • , • 'I - �L"• CURVE DATA i- P.I. Station D I R I T L 5 . i ; �E? n 403 00 9'62 8'W' 710 3' 81.8' 723.3' O.tO'1lt. 50 30 00 50 160 200 E{f71 Scale. in Feet •� ^ STATE FEUNGPRCU.NQ '"` DIVISION OF HIGHWAYS 3(653) .w. Washington stare on 106 I D 1MlSH � TY�2� f .rA i °RA"" I V/ Department of Transportation MYLu" L CHECKED - s f wig• 1` ING. .Al 1 1GN FRW.ENGR E1 IV/RAX&A — cnr.ucr sn -°. cam L 388i00 M L 404 tOO -' . IV RETENTIUN-DETENTION ANALYSIS JOB k6Nr�� vue TOUMA ENGINEERS SHEET NO. J OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE fJETG/2MINE Gur2uE Nu;-P13 2s . FYIST (NC- GaNDITiONS 7, 32 ✓W�, T 2 EE5, G ✓ ASS Svc-D/'a;D G/2 �c�Tl 1 sI (Ile 1pq4 cN = 5S 2 1. G 7 GN = SS UGVY:I- OFC-_D GoNcwrIDN 7 . 3ZAc ZG DTS Zcr Du EP9CH LOT WILL Lt SF /W /NF/L%/21971br1 SyS 77:--M, SP F Tf1E K SPP-GIP9L- P-eP027'S SE' GTIOr4) FOI2 Tf>E- DES14,/-/ DF T/`/E TVL PrGnL SfZ//JC op) /.1D POSY/?CE7 41111X T GONFi6�i/2ATrav J FJE /Nb/ ✓1�J F L a7 i r/4 72�3 n7ion/ SYSrGMS . THF_ PI /97- hf?S /9 Z-Z- 2/z,- T/-/r� r 71� Y� / CEri Th1E T/-/F F>D2T/D/1/ D2f?/N/NG uIEST4F-1211v / S R/3rr)uT S• �S /��2�� T,-IAr p2r4/N/Nz, H q,eTl-iF2c y /.S / 3s 1�c26 See MAP D F Ti-IC I- ZZ P Ck r S I HA4 a)OtaI b FLDv../ 11912TH R F7F/z Df::Ur L 0 P1-FMF1�/T Zo ( 3 SoJ r7' WILL Q. E ,HB �. � � — C` lo) � 2 �DD�//3:>G,J] — 3r �F2oM� Yf?✓�-D� D. 2 �q G 02r1C_k yt7i� L S. JOB K rNN y VUE TOUMA ENGINEERS SHEET NO. Z _. OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE DEy✓;troPED _ yf}�DS ANa LAN.t7SGAP/ally _ T 3Z )qc. - /, 074C- Z9 (3s00) - $7 pc = 3. OSgc y3s�� GN = Ce 8 3.05 J9c Ct4 G 9 0 r7 r+c_ car = 9 8 /ieF/or #Z DEV,15- LLDPED sZw � cN � g TIMF- OF CONCENTP-47-10/J rX/5T/NG t-lEE7' FL oµ/ 6. 27 MiN 7Z 1 aOB k E1�1r� y v cam( i= TOUMA ENGINEERS SHEETNO. OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE Tc. CoNT• /92Fi4 l DF_4,,1&L0 D �l'1EFF o Gu -17E,rz Ff-ow L 5 DITCH FI-.0\v1 L ` 1 �• 3pr� Itil 7Z � /a0 / C27Y.p5) CW) T& c�D��27 T77) (t O) 2 2 i c, MIN J,z CXlSTI C- SH6El FLOW p �.- — Z la D � — G• I a/j 1 - 9 Z , l3 x zdO) /(z),- l`l• '/7 M/N DEVC[-oPED SI-IFFY cHf L-L DW FL 0V_/ L TOUMA ENGINEERS SHEET NO, OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255.4100 CHECKED BY DATE SCALE 1D . 3 Tz - A I if ot) D, �5 1G = 11 , 02 MI" eFC: A- P 1 E.1 = S , coS J SS o °J9J /D, iy IDS = 3 os �v lb J / , ig? 9 � f r0. zo9 /4 2E/4 '� 2 Col GGC = , S � J 6- `b o J i j Py = 2. D pl v s 2, CY Pa .oe XENN��yGfE TOUMA ENGINEERS SHEET NO. OF 15668 West Valley Highway CALCULATED BY DATE _ SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE i42C�4 / CWIEST)_ 2 uN D FF / I.D / > 87 / � U !1'-EXlSTIN v LL L7-D EV ELD A�� U / O D E V F L.O Pfi D W1baTE N7/0,&J tnFf OPF ��1�D hl7�oN INFrL� Z--,q 7 10t,' , ZLL uy ���/` X)3Tni� t DN FF O I D Z 2yt_ ID yr- dOB- K F NN Y V Gt F_ TOUMA ENGINEERS SHEET NO. ✓ DE 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255.4100 CHECKED BY DATE SCALE /412E2 NOi21.1 ,15 (, �XISTIN G _DF_ VELOPED ID / bEv E L_D Fit= i 2UN vFF / GFS / ,n5 � N O D�TEhI7�i vN / / O _ 2)rG iaY2 �ovy 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDF'DGRAPH O STORM OPTIONS: 1 - S. C. S. TYPE-IA 1t1 2 - 7-DAY DESIGN STORM D - STORM DATA FILE Z 1 D � 0 D SPECIFY STORM OPTION: 1 S. C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREO(YEAR) , DURATION(HOUP.) , PRECIP( INCHES) n 2, 2 , 2 ---------------------------------------------------------------------- *** * ** +t***** S. C. S. TYPE-lA DISTRIBUTION **a x+ 2-YEAR 24-HOUR STORM 2. 00" TOTAL PRECIP. ----------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 5, 65, 55, tl, 98, 10, 14 DATA PRINT- OUT-AREA(ACRES) PERVIOUS IMPLPVIOUS TC(MINUTES) A C:N A CN 5. 7 5. 7 55. r_I I7 98. V 1(!. I PEAR:-C!(CFS) T-FEAIc:4.HRSi VOL(CU-FT) . 02 23. 83 316 ENTER Cd: JCpathlfilenameC . extJ FOR STORAGE OF C:OMPUIED HYDPOGRAPH: 1EX:,YF: SPEC:IF" . C - CONTINUL , N - NEWSTDFa9, F' - F'F::1f4T, S - STOP C: ------------------- ENiEI A ,F'ERV) , I I11FE1=Vl , HiIIiPEF;•J! , CN( IMFERV) , TC FOB. BASIN, NO. 3. Vim, E,56, 1 . 07, 9G, 1(i. E•=+ DATE; PRINT-OUT : FF'UA . ACPES) PEF 1PUS IMF'EF."✓IOUs TC(MINUTES) A C:N A Ct: 4. 1 0 L.R. 1 . 1 C-i1. 0 SCi, 7 PE.4.-C!(CFS) T -. 'C.rt' . '.HF.:E3! VOL '.:_U-FT) 45 , EI4-"I:F: L6. 1Cpatlt f iler,ameE . extJ i Ur, °L UR: i'31,= -q'd UTLL W I i' 'r;F'H: 1DE; ' F. SF'L ! FY: L. - CC.111IIDlUF Y. - f1LW=,' -,�'EI7, F -- PRIIl'. , - lDF ra f CiPI^ Or ' 1011 I S. TYPE if= j; Y DESIGN La..f. SPECIFY STORM OPTION: - . 1 S. C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 10,24, 2. 9 ---------------------------------------------------------------------- ****** S.C. S. TYPE-IA DISTRIBUTION ******************** I0-YEAR 24-HOUR STORM **** 2. 90" TOTAL PP,ECIP. ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , C:N( IMPEP.V) , TC FOR BASIN NO. 1 5. 65, 55, 0, 98, 10. 14 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC:(MINUTES) A CN A CN 5. 7 5. 7 55. 0 .0 98. 0 10. 1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 10 22. 83 3464 ENTER 1d: 3Epath3filenameE . ext3 FOR STORAGE OF COMPUTED HYDROGRAPH: 1EXIOYF: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(P'ERV) , C:N(PERV) , A( IMPER'V) , CN( IMPERV) , TC FOR BASIN NO. 3. 05, 65, 8, 1 . 07, 98, 10. 69 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 4. 1 S. 0 68. 0 1 . 1 98. (, 10. 7 F'EAI:.-Q(CFS) T F'EAF:(HF::S) VOL(C:U-FT) . E:7 7. 82 167�1•x ENTER Cd: 3Cpnth3filenarneL . ext ] FOR STOF.:AGE OF COMP'LITED HYDF:QuRAPH. 1DE10YR 'XIC.IFY: C - COt'1TIfJL.IE, Pa - NLWSTUr:M, F' - FRINT. , S - STOP N 71 C'�'M Of'T ION' S. C. S. -I' :I'E-lA 7-PAY DFE 'GrJ STORM SiDRl1 L.;' . , FILE F.-. IF i STORM ui T10rJ: ` . TYPE-1 "s 6:1"INFALL- LI'c•TF 1SLITTON !I--`Ef ; FRE0 ."FAF:) , LUF:AT101Jt.i4UJ0 : i , Pf•'Cl^IF'; IIJi_HEi'ii : . ...: rfia.4 wf;. W*,::r s <,;, �_:, f.,. TYPE.--lr; I)ISiF.:.'. HLl ION #iEf xfwK r .l,•}er:� ._. .. . .,.,..q, 1i _ } H': .'•i- FiLl lf.. ; I aNi'I .iis - - TD7ri L.. FF.ECiF', i-YR Y it>t+; DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5. 7 5. 7 55. 0 .0 98. 0 1O. 1 PEAL -Q(CFS) T-P•EAK(HRS) VOL(CU-FT) .20 23.83 10056 ENTER Ed: ] Epath] filenameE . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: 1EX100YR SPECIFY; C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C: ----------------------------------------------------------------------- ENTER: A(P'EP.V) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 3. 05,68, 1 . 07, 98, 10. 69 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 4. 1 3. V 68. 0 1 . 1 98. 0 10. 7 PEAK-0.(CFS) T-PEAK(HRS) VOL(CU-FT) 1 . 55 7. 83 26858 ENTER Ed: ] Epath] filenamel . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: IDEIGOYR SPECIFY: C - CONTINUE, N - NEWSIORM, P - PRINT, S - STOP S.BUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH aSTORM OPTIONS: `}{ZEA #Z 1 - S. C. S. TYPE-IA 2 - 7-DAY DESIGN STORM 2Ye ��y� IDDrQ (S DgM 3 - STORM DATA FILE SPECIFY STORM OPTION: i S. C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FR.'EG(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 2, 24, 2 ---------------------------------------------------------------------- ************+t******* S. C:. S. TYPE-lA DISTRIBUTION ******* * 2-YEAR 24-HOUR.: STORM **** 2. 00" TOTAL PREC:IP. ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMF'ERV) , CN( IMPERV) , TC: FOR BASIN NO. 1 1 . 67, 55, 0, 98, 14. 47 DATA PRINT-OUT: AREA(ACRES) PER:VIOUSj IMPERVIOUS TC:(MINUTES) A CN A C:N 1 . 7 1 . 7 55. y?. U 14. 5 F'EAk:-(J(CFS) T-PEAK(HRS) VOL(C:U-FT) . 01 23. E12 93 ENTER: 1d: J(path7filenameC . ext ] FOR: STORAGE OF COMPUTED H'YDROGRAI'Fi: 2EX2YR FILE ALREADY EXIST ; OVERW -'ITE (Y or N) Y SPECIFY: C - r_:ONTINUE., N - NLWSTORM. P - PRINT, S - STOP C ENTER: A(F•EF.V) , CNCFLF"J) , W. IMF'ER'J) , CPi ( IMPERV) , TC FOF BASIN ND. . 52, 68, 0, 9E, 11 . 02 DATA F'R.INT-DL'T: AREA(ACRE' 7 FER:VIUUt, 1Mr'L.RV10UE TC(MINUTES) A C.f? A =rJ 5 E.S. o 0 1,EAK- C::+ C.1. 1 -F'E(41 FT•;TEF' Cd : IC; .' I : ° i e v } I fC'r. STGf=r6E OF COPti' JTfi.l HYLFf. F',"F11: F-ILF_ ALRLAD', E71S1 ; U'VE:F-.e 1 1 E Y pr N. 1. PEC.:IFY: I - 0011TI!4'Uf_. d NEW:Fa i=KI-,, I - F'PINT , c: ... S;- c1:. t1 F.!F: �, 'FF•.'. r . IT4 SCE II`lC'< <., r . . IriPEFJ) , STORM OPTIONS: 1 '- S. C. S. TYPE-IA t) 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S. C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FRE(I(YEAR,) , DURATION(HOUR) , PF,EC:IP( INC:HES) 10, 24, 2. 9 ---------------------•------------------------------------------------- *****+ ******+******* S. C:. S. TYF'E-IA DISTRIBUTION * **+** * ****+*+ ********* 10-YEAR, 24--HOUR STORM **** 2. 90" TOTAL PF.ECIP. ---------------------------------------------------------------------- ENTER: A(F'EF'V) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 67, 55, 0, 9B, 14. 47 DATA PRINT-OUT: AREA(.ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A C:N A CN 1 . 7 1 . 7 55. 0 . 0 98. 0 14. 5 REAK-Q(CFS) T-PEAF:CHRS) VOL (CU-FT) . 03 23. 83 1023 ENTER [d: J [pathJfi1enamel . extJ FOR STORAGE OF COMPUTED HYDROGRAPH: 2EX10YR SPECIFY: C - CONTINUE, N - NLWSTORM, F - PRINT, S - STOP C ENTER: A(F'ERY) . C:N(F'EF'V) , A( IMPERV) , CN(. IMF'EF;'V) , TC FOR BASIN NO. 2 . 52, 68, 0, 90, 11 . (12 DATA PRINT-OUT : AREA(ACRES.) PERVIOU�i IMFTRVIOUS TC(MINUTES) A CIJ A C:N . 5 . 5 60. ( . 0 '90. Ci 1J . 0 PEAL':-G(CFS) T-FEW,(1iF'.^_ ? VUL (,_(j-FT ) 7. 8: 1 '.)U6 EWER Cd: ] Cpacn] fi1enamc-L . a;a ] FOP' ' : UR'HGE OF COMPU] ED HYDR06f,'Arl 2DE iQYR SF'Et: I F� : i_ - C.UN i 1 NUt , Fl NEW'3TOFTM, F - F'R I NT . 5 V 1 S. C. S. ,..,,FL..:. ' 1 (, -- -DAY D!'E:i_!4 5T_iF:M - STORM DI-1 ,'� F1LE ;FE:C TF `r i OF>Fi OF'T IC)N: S. C.S. TYPE—IA RAINFALL DISTRIBUTION ENTER: FREG(YEAR) , DURATION(HOUP.) , PRECIP(INCHES) 100? 24,3. 9 ---------------------------------------------------------------------- **+:*+:*+�****+�*+�***+�** S. C. S. TYPE—lA DISTRIBUTION 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PEP.V) , C:N(PERV) , A( IMPERV) , CN( IMPERV) , TC FOP BASIN NO. 1 1 .67, 55, 0, 98, 14. 47 DATA PPINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC:(MINUTES) A C:N A CN 1 . 7 1 . 7 55. 0 . 0 98. 0 14. 5 PEAK-G(CFS) T-PEAK(HRS) VOL (C:U-FT) . 06 23. 83 2970 ENTER Cd: JlpathlfilenameC . er:tl FOR STORAGE OF COMPUTED HYDROGRAPH: �E); 100YR SPECIFY: C - r_:ONTINUE, N - NLWSTOF:M, P - PRINT, S - STOP r ------------------------------------------------- ENTER: A(PERV) , CW PERV) , A( 1MPERV) , ON ( IMPERV) , TC FOF: BASIN NO. . 52, GO, 0, 98, 11 . 02 DATA PRINT-OUT : AREA(ACFES) PERVIOUS IMPERVIOUS TC(MINUTES) A r_:N A CN . 5 . 5 68. 0 . 0 98. 0 11 . V F'EAk:: -0(CFS) T-PEW: (HRS! VOL (C:U-FT) . W 7. 8? 2153 !'_Nl EF.: Cd: 7 Cpa'Y-i] f i l enamel . esa .] F Or.' STORAGE OF COI PUT ED HYDF:ClGRAPH: ::LE1 )0YR SPECIFY: C — CONTINUE, N — ldLWSTORM, P — PF--.lNT, S — CTOF' SPECIFY: F - FILE, N NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP 9 P./D FACILITY DESIGN ROUTINE � 3 _ �H Ec-y- P-,Z) Fes , L-, t y SPECIFY TYPE OF P,/D FACILITY: GEtimp-wm - CQ-/NFIL-I I - POND 4 - INFILTRATION FOND 2 - TANK 5 - INFILTRATION TANK i - VAULT 6 - GRAVEL TRENCH/BED 5 J ENTER: TANK DIAMETER ( ft ) , EFFECTIVE STORAGE DEPTH ( ft ) E, 5. 5 ENTER: VERTICAL PERMEABILITY(min/in) 5 ENTER Cd: JCpathJfilenamel .extJ OF PRIMARY DESIGN INFLOW HYDROGRAPH: 1DE10YR PRIMARY DESIGN INFLOW PEAT: _ . 87 C:FS ENTER PRIMARY DESIGN RELEASE RATE(cfs) : . 1 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM) : ENTER Cd: JCpathJfilenameC . extJ OF HYDROGRAPH 1 : IDE'2YR: ENTER TARGET RELEASE RATE(cfs) : . 02 ENTER Cd: JCpathJfilenameC . extJ OF HYDROGRAPH 2. i DE 100YR.' ENTER TARGET RELLASE RATE(cfs) : ENTFP; NUMBER OF ORIFICES, RISER-HEAD( ft ) , RISER-DIAMETER( in) 1 , 5. 5, 121 RISER: OVERFLOW DEPTH FOk PRIMARY PEAK INFLOW = . 20 FT SPECIFY ITERATION DISPLAY: Y - YES, N - NO N SPECIFY: P - REVIEW/REVISE INPUT, C - CONTINUE C. INITIAL STORAGE VALUE FOR ITERATION PURF'USLS: 15276 CU-FT S1NGLL CRIFICE K _mJHICFUR: UTA= 1 . 25'' 1-1. f- ,M ,NCE: INFLOW FLOW TAF'GE T-OUTF LOW AQUA.- OUTFLOW PK-STAGE:. . sl 7CA' if DF S i EN HTD: . 67 . 10 . 1ii 5. 49 267G TLL ' HYD 1 : . 42 . 07 W. E5 . 370 TESTrirG 2. 1 . 55 . .,.. _ 1 . 43 5. 7c 2670. Iso UP1 mi , R - mE.vinE, o - mDJusT DRIF , L Efd APGU. S - Sl Or i I.._ 43FMENT UF-lJ .. Af "LLO n f W. JNl AhAQNG E 0knoE Al A _PFC:IF1EI ._ F'F'fl'.'I 1•r � . •� �.- -,. i. I `r. DESIGN HYD: . 87 . 10- . 10 5. 49 2676 TEST HYD 1 : . 48 . 02 . 07 2. 65 1370 TEST HYD 2: 1 . 55 .20 1 .43 5. 76 2670 SPECIFY: D - DOCUMENT, R - REVISE, A ADJUST ORIF, E - ENLARGE, S - STOP E . ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED clq STAGE HEIGHT, TO PROVIDE .A FACTOR OF SAFETY. ENTER. STORAGE-INCREASE(%) , STAGE-HEIGHT( ft ) 45, 5. 5 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: .87 . 10 . 08 3. 42 2632 TEST HYD 1 : . 48 .02 . 06 2. 17 1570 TEST HYD 1 . 55 . 20 . 51 5. 69 388�) SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOF D PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW Pl: -STAGE STOF'AGE DESIGN HYD: . 87 . 10 . 08 3. 42 2'632 TEST HYD 1 : . 48 . 02, . 06 2. 17 1570 TEST HYD 2: 1 . 55 : O dl 5. 69 388:? STRUCTURE DATA: R/D TANK: (FLAT GRADE) F:ISER-HEAD TANK:-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 5. 5U FT 6. 00 FT 5. 50 F1 143. 1 FT 3883 CU-FT SINGLE OF.'IFICE RESTF:ICTUFf: UTA= 1 . 25" ROOTING DATA: STAGE: (FT) DISCHARGE (CF 5) S1 Uk(iu[ ICU-F'T ) F'EPM-AREA (SO- f T) 0'1 . 00 . 0 . 0 55 . 03 314. 4 1 . 10 , ! q 7ii:}, 9 0 1 . E5 . 05 1141 . 7 0 2U Ob IEt')4. 3 858. 3 75 , 07 4075. 7 858. 3 . :1U . 08 c5.�'J. 8 858. 3 E,' %? ...'D 79. 7 B S C. 4. 40 i rd 1 . 4 85u. 3 4. 5 Sel:'7Ll,. 5 &5c. 5 .. . 51.E 3. 7 &710. a1 . 7 F;58 AVIiJ :l,E'._. '•.'[__R ' ICAL I EI ' ic_: cdi_ITY: h'IfnJ7E:3% ] rif:li ITrIF`i : F - FP .. 'J - NI.PI:TLI;. PF-:: rJT i ( : cd F.E Vi' F > S EICr RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY Ed: 7Cpath3filenamel . e>:tl OF ROUTING DATA CISC8-INFIL DISPLAY ROUTING DATA (Y or N)? PpuTING FD1� Y Zry,, , I Ova I oOy,� �Ta2vn POUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(C:U-FT) PERM-AREA(SO-FT) . 00 . 00 .0 .0 . 55 .03 314.4 . 0 1 . 10 . 04 704. 9 856. 3 1 . 65 . 05 1141 . 7 858. 3 2. 20 . 06 1604. 3 858. 3 2. 75 . 07 2075. 7 858. 3 3. 30 . 08 2539.8 858. 3 3. 85 . 08 2979. 7 858.3 4. 40 . 09 3375.4 858. 3 4. 95 . 09 3696. 4 858. 3 5. 50 1() 3883. 7 858. 3 5. 60 . 41 3683. 7 858. 3 5. 70 . 97 3883. 7 856. 3 5. 80 1 . 70 3683. 7 958. 3 5. 9C) 2. 50 3883. 7 658. 3 6. 00 2. 78 3883. 7 856. 3 6. 10 3. 03 3983. 7 858. 3 AVERAGE PERM-RATE: 5. 0 MINUTES/INCH SATURATED PERM-FATE: 5. 0 MINUTES/ INCH GROUND STORAGE BEFORE SATURATION: . 00 C'U-FT/SO-F'T ENTEF. Ed: ] [path] filenameC . extI OF COMPUTED HYDROGFAPH: 1 DE2YR'' INFLOW/OUTFLOW ANALYSIS: PEAK-'-INFLOW(CFS) PEAK- OUTFLOW(C:FS) UUTFLOW-VOL(CU-FT) . 48 . ()4 2854 2 �j 12 I1 k INITIAL-ST AGE(Fl`) TIME-OF--F'EAk((HRS) PEAK-STAGE-ELEV(FT) 252. Cif.) 8. 17 253. 29 PEAK, STORAGE: B50 C:U- F T INFILTRATED VOLUME : 6137 C:U-FT `N TEF: L d : J C pat h J f i l Ename 1 . ext J FOR STORAGE OF l C)MPUTED HYDROGF.:AF'H: s; FILE ALREADY EXIS7q UVERWPITE iY C,r fv:; Y :3F'ECIFY: C - CONTINUE. N - NEWJOL;, P - FRINT , S -- FTC;F', F: - F'E'.'ISE ENTEF. [ cI : JCp ,thJfilenartE-C . extJ OF CC)MF'UTED FtYLF.OGF'�,PH: I DL: 1 Ci•. INFLOU �)LITFLOW ANAiLY'SIS: F'i:Al JP11 LCIWO:FE7 I l: :*.1 OU7FLO:d-'•' L LL ' Fi 10 ,112 OK Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER. Ed: H path] filenameE . ext7 OF COMPUTED HYDROGRAPH: 01(p 1DE10YR INFLOW/OUTFLOW ANALYSIS: PEAR:-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) .87 . 07 3696 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 252. 00 8. 83 254. 51 PEAK STORAGE: 1870 CU-FT INFILTRATED VOLUME: 12992 C:U-FT ENTER Ed: ]EpathlfilenameE . extl FOR STORAGE OF COMPUTED HYDROGRAPH: X FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER Ed: IEpathlfilenameE . ext ] OF COMPUTED HYDROGRAPH: 1 DE 100YR INFLOW/OUTFLOW ANALYSIS: PEA::-INFLOW(CFS) PEAK-OUTFLOW(C:FS) OUTFLOW-VOL (CU-FT) 1 . 55 . 59 8526 Q D INITIAL-STAGE(FT) TIME-OF-PE Ai(HRS) PEAR:-STAGE-ELEV(FT) 252. 0(.-) 8. 67 257. 63 PEAK STOF:A6E: 3880 CU-FT INFILTRATED VOLUME: 18264 CU-FT ENTER Cd: IEpath3filenameL . ext7 FOR STORAGE Or COMPUTED HYDROGRAPH: V CONVEYANCE SYSTEM ANALYSIS 6/19/92 Engenious Systems, Inc page 1 KENNEY VUE PLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY Routing based on RENTONI family C 25 yr freq Network line9: Pipe Reach Basin Area --c- --cmA- --Sur ---Tc- --i-- --RAct Dim -Mann -Slope -Vull Vfull -Vact -Length --it-- ---------- Id ac --cmA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------pea Aga Aga 0.19 0.00 0.15 0.15 6.30 2.73 0.41 8 0.012 0.1330 4.79 13.71 8.40 12.00 0.02 Network line6: Pipe Reach Basin Area --c- --cmA- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -Vull Vfull -Vact -Length --tt-- ---------- ld ac --cmA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p5a a5a 0.18 0.70 0.13 0.13 6.30 2.73 0.34 8 0.012 0.0100 1.31 3.76 3.17 10.00 0.05 Network lines: Pipe Reach Basin Area --c- --cmA- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -gfull Vfull -Vact -Length --tt-- ---------- Id ac --cmA- - min in/hr cfs in --n-- ft/ft cis fps fps ft min p2b alb O.89 0.50 0.45 0.45 6.30 2.73 1.21 8 0.012 0.0200 1.86 5.32 5.67 10.00 0.03 Network 1 i ne-4: Pipe Reach Basin Area --c- --caA- --Sum- ---Tc- --i-- --94ct Dia -Mann -Slope -OFull Vfull -Vast -Length --tt-- ---------- Id ac --ctA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft ■in p2a a2a 0.43 0.50 0.21 0.21 6.30 2.73 0.59 8 0.012 0.0100 1.31 3.76 3.66 20.00 0.09 p2 0.66 6.39 2.71 1.79 12 0.012 0.0100 3.87 4.93 4.83 122.00 0.42 Network Iine8: Pipe Reach Basin Area --c- --caA- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -Vull Vfull -Vact -Length --tt-- ---------- Id ac --cmA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p4a a4a 0.20 0.50 0.10 0.10 6.30 2.73 0.27 8 0.012 0.2485 6.54 18.75 9.25 20.00 0.04 Net wor1, 1ine7: Pipe Reach Basin Area --c- --cmA- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --it-- ---------- Id ac --ceA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft ■in ------------------------------------------------------------------------------------------------------------------ p4b a4b 0.56 0.50 0.28 0.28 6.30 2.73 0.76 B 0.012 0.4970 9.25 26.51 16.03 10.00 0.01 Network: Iine2: Pipe Reach Basin Area --c- --clA- --Sum- ---Tc- --i-- --UAct Dia -Mann -Slope -gFull Vfull -Vact -Length --tt-- ---------- Id ac --CIA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ----------------------------------------------------------------------------------------------------------------- p5b a5b 0.56 0.50 0.28 0.28 6.30 2.73 0.76 8 0.012 0.0070 3.67 11.09 8.63 20.00 0.04 p5 0.41 6.35 2.72 1.10 12 0.012 0.1061 12.61 16.05 9.89 145.00 0.24 p4 1.45 6.81 2.63 3.81 15 0.012 0.0100 7.02 5.72 5.83 115.00 0.33 p12 1.45 7.14 2.57 3.71 15 0.012 0.0128 7.94 6.47 6.36 25.00 0.07 6/ 19/92 Engenious Systems, Inc page 2 KENNEY VUE PLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD REACH SUMMARY Network line2: Pipe Reach Basin Area --c- --c*A- --Sur ---Tc- --i-- --GAct Bia -Mann -Slope -BFull Vfull -Vast -length --tt-- ---------- Id ac --c*A- - ■in in/hr cfs in --n-- ft/ft cis fps fps ft sin ---------------------- p6a a6a 0.48 0.50 0.24 0.24 6.30 2.73 0.66 8 0.012 0.0213 1.92 5.49 4.97 30.00 0.10 p6 a6 0.26 0.50 0.13 0.37 6.40 2.71 1.00 12 0.012 0.1547 15.22 19.38 10.96 90.00 0.14 p7 a7 0.56 0.50 0.29 0.66 6.54 2.68 1.77 12 0.012 0.1296 13.93 17.74 12.17 29.00 0.04 p14 a14 1.63 0.50 0.81 2.92 7.21 2.56 7.47 15 0.012 0.0863 20.61 16.80 15.45 40.00 0.04 p3 2.92 7.25 2.55 7.44 15 0.011 0.0112 9.10 6.60 7.49 1%.00 0.44 Network 1ine1O: Pipe Reach Basin Area --c- - c*A --Sue- ---Tc- --i-- --BAct Bia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- Wit cfs fps fps ft min pla ala 0.04 0.90 0.04 0.04 6.30 2.73 0.10 8 0.024 0.2318 3.16 9.05 4.09 28.00 0.11 Network linel : Pipe Reach Basin Area --c- --c*A- --Sur ---Tc- --i-- --QAct Bia -Mann -Slope -AFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min - - --------------------------------------------------------------------------------------------------- p9a a9a 0.31 0.00 0.25 0.25 6.30 2.73 0.68 8 0.012 0.0300 2.27 6.51 5.68 12.00 0.04 p9 0.25 6.34 2.72 0.68 12 0.012 0.1381 14.39 18.31 9.37 134.00 0.24 p8 0.40 6.57 2.68 1.07 12 0.012 0.2268 18.43 23.47 12.79 63.00 0.08 pl 3.36 7.69 2.46 8.27 15 0.011 0.0140 8.30 6.77 7.71 200.00 0.43 p10 3.36 8.12 2.38 7.99 15 0.012 0.0139 8.27 6.74 7.68 123.50 0.27 pll 3.36 8.39 2.33 7.B2 15 0.012 0.0139 8.27 6.74 7.67 15.00 0.03 6/19/92 Engenious Systems, Inc page 1 KENNEY VUE FLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD RATIONAL DRAINAGE AREA SUMMARY. Drainage Area Id: a14 Description. . . . . : cb 14 <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 1 . 63 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: ala Description. . . . . : cb 1A <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 04 0. 90 Composite "c " Value. . . . . . . . 0. 90 Time of Conc (min) . . 6. 30 Drainage Area Id: a2a Description. . . . . : cb2A <---Description- SubArea SubC: L ( ft ) Slope -Kr-- (min) basin 0. 43 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a2b Description. . . . . : cb 2B <---Description- SubArea SubC: L ( ft ) Slope -Kr-- (min) basin 0. 89 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a4a Description. . . . . : cb 4A ---Description- SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 20 0. 50 Composite Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a4b Description. . . . . : cb4B ---Description--> SubArea SubC: L ( ft ) Slope -Kr-- (min) basin 0. 56 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a5a Description. . . . . . rb to <:---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 1B 0. 70 Composite "c " Value. . . . . . . . 0. 70 Time of Conc (min) ., 6. 30 6/ 19/92 Engenious Systems, Inc page - KENNEY VUE FLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: a5b Description. . . . . : cb 5B <---Description--> SubArea SubC L ( ft ) Slope -KY-- (min) basin 0. 56 0. 50 50. 00 0. 0200 7.00 0. 84 200. 00 0. 0750 20. 00 0. 61 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a6 Description. . . . . . cb 6 <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 26 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a6a Description. . . . . : cb GA .---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 48 0. 50 50. 00 0. 0200 7. 00 0. 84 200. 00 0. 0600 20. 00 0. 68 Composite Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a7 Description. . . . . : cb 7 <::---Description- SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 58 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a8a Description. . . . . . cb BA <---Description--> SubArea SubC L ( ft ) Slope --Kr-- (min) basin 0. 19 0. 80 60. 00 0. 0200 20. 00 0. 35 170. 00 0. 0940 20. 00 0. 46 Composite Value. . . . . . . . 0. 80 Time of Conc (min) . . 6. 30 Drainage Area Id: a9a Description. . . . . . cb 90 ---Des_riptir_n--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 31 0. 90 60. 00 0. 0200 20. 00 0. 35 170. 00 0. 0940 20. 00 0. 46 Composite Value. . . . . . . . 0. 80 Time of Conc (min) . . 6. 30 VI SPECIAL REPORTS HIO-FILTRATION DESIGN INDIVIDUAL HOUSE INFILTRATION DESIGN JOB kF_Nt-1F_-1 VQF- TOILIMA ENGINEERS SHEET NO. OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE............... ..................................... 1310 I LT 2 I4 T tDN �_:r 12-;.IA T 10�4 10, F A is a I> P.N. .......... :a YE 'b a............ GnN t F�c ?I -f S I- iWjL Vl� P Ae, U117- lDtq 13 ' IT . _CC L -T 10 tq 4 k_E1,F19S!E TH9 .4 ye D 4-LIJ5. o,,6 F D .. ........... (-ON T-/P/q. Y, >_& G f9.P H__ 1 t .......... . ...... rD jc B10 V L-T 2,W-7 10.0, PCA rd 0�j5_t) TH F__ e5 L2 U I ra Fm F,#y D ............ r of TA2 u.r $ j_ p THA N, !. S F P-s . ...................... F OW Z I- PTH WIN T�e Q e,14 L .3.3 � 3 V D , .2 5 F?= Dx Iq c-1 A I- SLoPE .0,0 1) TTL H DEPTH Qtt) a ) DE)VE FLC)V-/ -f- I Fpc"r F k?EF F, FCC+ r L vv /-rH 0. D ' 1, 37 c F,s K JDB ICr NNV yu E TOUMA ENGINEERS SHEET NO. / O 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE 1NDIU1I�r� lgc_ Hou I� Ffl,T2l9T/O/7 G14L.C_t4LPfTF tq TOPIC-c9c- !NFl!--r" Tfor! SySi EM r-Df2- T-!E Ty Pr "hl ' '. 's L_S Prr2 T i3LC- SO/ Q. L.DCGG" F IT M DZTL WTO -4L2 MF-L1UA>1 S/9ND C,F7 /9 CO0 D, r-28 IN I H E H D CAS l,S hKI OF N 07' � C-"ET/ DE 5! !!�IFED , �fIE 4�/!LL USE � OD 'J 2 7p THE SA- FE SIDE Z /N45; T/-/ ,E !l•.; 1=1:.- T� Kr7 / �r-I SyST� f� DFTFfeNJ/NE fil,9 OF /1-1F/LT/2,4T/DN (i9r ) 4-r P'c' ('oe,v p!o 2 9 // Al2 c 3 SDO F7 z L n = /-,1 8 M/f, l 10 r! FtiCF1 1LG7 cis', !_ 1' / !L 1 F �r-f 7 /,C F9Kc IrI rIL-7kF`' 7 ; / l y1t LLB 4 Z l j fT' JOB k"Nv VUE TDUMA ENGINEERS SHEET NO. Z OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE H D LA E I N Fr I-T/--) (9T i 0/N 0E:T.EI2.VY lHt—: . 2ECLur2ED I-E"677y OF T,Q.,ENCN ND 7-t2 T/-/ /.S ! 7-0711 1- Fo 07-4 Z-F Gou 1-0 a� lrICGD�nP �/Sf/ D U✓iT/-/ Z P4241-1EL SO T�ENU�6S 02 SPLIT 10/7-H 59' /N TH,E F2D1-17- yAl2,p I%AI ) S C E GDPy Or LW,1OvT FP-ow Al-INU CDUNT y OU OFFICE /NFILTP- PgT10" TCST'S P'Erz FC7/0i/ T D U F 8/Fy T14_1A2_ ).;LIE D. � 38 INI NIIN Q�-Tr' /S f�PP2oP,�ir-CIE, T HF TFsTS WEE INC LuoFnJ n1-/p 1'IUf2F1C 2 , 35 nl�y a✓z yZ � /N s��Ery r--,q I� I 4 - — _ —=—dc3 r--- _-- --�• NT S, — - - _ -_ O KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.51A ROOF DOWNSPOUT INFILTRATION SYSTEMS GP Rao 1 '� �yslB� �.K..��gN1-lE'JT'S �A/6lM �rl Vi�vl Olox..N4krm Wed b' t'evdnra4td)Rpe a t t t 1 Ity �[ T10 1 iRi=tk� S -ili j evv( D✓all No x t obrev✓uhowU1cV spk#k U, A, �l+te�Cova C{ak'I _ till, I I �N 1 w.. L ,.�. s ge✓eeN C I— •. C$S�MPwou, b Pe%4Frd1 Pp� 501� L �P Cc- r--P •Snillc- W411 gcctgblG) vayie lo' 1.11lt obyev✓aheu well (w•WACAaI cap+Irk) <F 1� Pve-p,pc r b wt (��vfovalcd3 l(, pcvivvalzd pipe 4" AC(kptanitkGvdAa�aspovt-dNeVsioNouS!'er�s VJI0.pp+VChGl1 U10.h(<d vo4e- 3/1—��z' C�lvell�W�tN , {;izr fubrtL 4�= 4.5.1-3 troo V1I BASIN AND COMMUNITY PLANNING V111 OTHER PERMITS IX EROSION-SEDIMENTATION CONTROL jm KENNy VGtF_ TOUMA ENGINEERS SHEET NO, I OF 15668 West Valley Highway CALCULATED v DATE_ SEATTLE, WASHINGTON 98188 I (206) 255AI00 CHECKED BY DATE SCALE T�YVI Po2y+✓zy ri2pslDh�. _ h � E J- Yl C INDwRNDLR C 80UA ',"�} SDILS l�h1D THE UNIVF-aSK? L SOIL L,CSS EQ �f�.TiiuN. Cowl PuTF T He filMul3L FDIMENT y/FGD psF-a 2 x '1C x ._ LS x CV x P2 (Z = 2. L2 (2. 00)2 Z - ID, 200 LS = TAP F S• y, `l B z$8- 2S? SOD = 7• z %, Ls = I , hZ Usly(s LS Fo2lvt4L CV = I. P2 = I . CLEI? 12E� 4G12E,4 CAE. 3,2 4C2E S F!D12 ri cclJ F(L,TT?-ATIot4 Iat4b Of-ID F12F x 3.2 tic oh; S TOTAL SF � Zri9 = 2'-1 F_ 3 ON L07 Z E3 LOT Z� 7 vIF 307TO L) 1oN 352,0 FT2 KENNy VUF TOUMA ENGINEERS SHEET NO. Z OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE DE PT"►-I OF SFZ)i " ENT- z91 (poD FTC _ QX7 FT IDF— P f5n77`okt1 Firy S2, D oo F'rz W p7EIG 5u FAGE 3 h`�, a 52a0 FTz V 0L VDT : 6 0D + 'Z 0 X 21 8 SOU 17I 3 2 X BOND QUANTITIES, R/D SUMMARY DECLARATION OF COVENANT X1 MAINTENANCE AND OPERATIONS MANUAL MAINTENANCE AND OPERATION MANUAL For proper operation this conveyance and detention system requires periodic upkeep to prevent accumulations of soils and debris from hampering proper flows . CONVEYANCE SYSTEM The on-site tightline conveyance system will need to be inspected in accordance with the 1990 King County Drainage Manual (see attached ) to remove any trash, debris, or sediment buildup which could impede the free flow of surface water runoff through the system. This procedure should be accomplished by removing the grate from the catch basins and inspecting the structure for buildup of debris, or sediment . Cleaning should occur per the attached schedule for conveyance systems . BIO-FILTRATION The bio-filtration swale shall be inspected at least twice yearly for any of the conditions noted in the attached schedule, and maintained accordingly. Normal maintenance of the landscape materials, and grasses to keep there size and height within the limits set by the attached schedule . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL MAINTENANCE REQUIREMENTS FOR `E - PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - PONDS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 1 Trash and debris cleared from site. cubic foot per 1000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, Mere should be no visual evidence of dumping. Poisonous Any poisonous vegetation which may No danger of poisonous vegetation where Vegetation constitute a hazard to County personnel County personnel or the public might or the public. Examples of poisonous normally be. (Coordination with vegetation include: tansy ragwort, poison Seattle/King County Health Department) oak, stinging nettles,devils club. Pollution Oil, gasoline, or other contaminants of No contaminants present other than a one gallon or more or any amount found surface film. (Coordination with that could; 1) cause damage to plant, Seattle/King County Flealth Department) animal,or marine life; 2)constitute a lire hazard; or 3) be flushed downstream during rain storms. Unmowed Grass/ If facility is localed in private residential When mowing Is needed, grass/ground Ground Cover area, mowing is needed when grass cover should be mowed to 2 inches in exceeds 18 inches in height. In other height. areas, the general policy is to make the C pond site match adjacent ground cover and terrain as long as there is no Interference with the function of the facility. Rodent Holes Any evidence of rodent holes if facility is Rodents destroyed and dam or berm acting as a dam or berm,or any evidence repaired. (Coordination with Seattle/ of water piping through dam or berm via King County Health Department) rodent holes. Insects When insects such as wasps and hornels Insects destroyed or removed from site, interfere with maintenance activities. Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance socess or interferes with maintenance activities. Selectively cuttivate trees such activity (I e., slope mowing, silt removal, as alders for firewood, vectoring or equipment movements). II trees are not interfering with access, leave trees alone. Side Slopes of Erosion Eroded damage over 2 inches deep Slopes should be stabilized by using Pond where cause of damage is still present or appropriate erosion control measure(s): where there is potential for continued e.g., rock reinforcement, planting of erosion. grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond of the designed pond depth shape and depth; pond reseeded it necessary to control erosion. Pond Dikes Settlements Any part of dike which has settled 4 Dike should be built back to the design inches lower than the design elevation. elevation. Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards. Overflow/Spillway soil in area five square feet or larger, or any exposure of native soil. A-1 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 2 - INFILTRATION Maintenance Condltlons When Maintenance Results Expected Component Detect Is Needed When Malntenanes Is Pwformed General Trash 6 Debris See'Ponds'Sfandud No. 1 Sea*Ponds Standard No. i Poisonous See 'Ponds'StarMud No. 1 See*Ponds Standard No. i Vegetation Pollution See 'Ponds' Standard No. i See 'ponds Standard No. 1 Unmowed Grass/ See 'Ponds' Standard No. 1 See 'Ponds Standard No. 1 Ground Cover Rodent Holes Soo'Ponds*Standard No. 1 See 'Ponds Standard No. 1 Insects See 'Ponds'Standard No. 1 See 'Ponds Standard No. 1 Storage Area Sediment A percolation test pit or test of facility Sediment Is removed and/or facility Is indicates facility Is only working at 90%of cleaned so that infiltration system works Its designed capabilities. according to design. Sheet Cover Sheet cover Is visible and has more than Sheet cover repaired or replaced. (If Applicable) three 1/44nch holes In H. Sump Filled With Any sediment and debris filling vault to Clean out sump to design depth. Sediment and 10%of depth from sump bottom to Debris (If bottom of outlet pipe or obstructing How Applicable) Into the connector pipe. Filter Bags Filled with Sediment and debris fill bag more than %place filter bag or redesign system. Sediment and 1/2 full. Debris / Rock Filters Sediment and By visual Inspection little or no water Replace gravel In rock filter. t.. Debris flows through filter during heavy rain norms. A_2 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL rr NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Conditions When Malntsnance Results Expected Component Defect Is Needed When Maintenance Is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent Is Vents free o1 debris and sediment. blocked at any point with debris and sediment. Debris end Accumulated sediment depth exceeds NI sediment and debris removed from Sediment 10%of the diameter of the storage area storage area. for 1/2 length of storage vault or any point depth exceeds 15%of diameter. Example: 724nch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank. Joints Between Any crack allowing material to be NI Joints between tank/pipe sections are Tank/Pipe Section transported into facility. sealed. Tank/Pipe Sent Any part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design. Out of Shape more than 10% of its design shape. Manhole Cover not in Piece Cover is missing or only partially In place. Manhole is dosed. Any open manhole requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools, Working Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by ` Remove lid &her applying 60 pounds of lift. Intent one maintenance person. l Is to keep cover from sealing off access to maintenance. Ladder Rungs King County Safety Office and/or Ladder meets design standards and Unsafe maintenance person judges that ladder is allows maintenance persons safe access. unsafe due to missing rungs, misalignment,rust,or cracks. Catch Basins See "Catch Basins' Standard No. 5 See 'Catch Basins' Standard No. 5 A-3 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Mantenance Conditions Mien Wlnbnanos Results Expected Component Defect Is Needed Mll»n Maintenance In Performed General Trash and Debris Distance between debris build-up and NI trash and debris removed. dudes bottom of orifice plate Is Nu than 1-1/2 diment) feel. Structural Damage Structure Is not securely attached to Structure securely attached to wall and manhole wall and outlet pipe structure outlet pipe. should support at Mast 1.000 pounds of up or down pressure. Structure Is not In uprlght position (allow Structure in correct position. up to 10%from plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight; watertight and show signs of rust. structure repaired or replaced and works u designed. Any holes—other than designed holes— Structure has no holes other than In the structure. designed holes. Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed. Missing missing. Gate cannot be moved up and down by Gate moves up and down easily and Is one maintenance person. watertight. Chain leading to gate is missing of Chain is In place and works as designed. damaged. Gate Is rusted over 50%of Its surface Gets Is repaired or replaced to most area. design standards. Orifice Plate Damaged or Control device Is not working properly Plate Is In place and works as designed. Missing due to missing,out of place, or bent orifice plate. Obstructions Any trash, debris, sediment,of vegetafon Plate is free of all obstructions and works blocking the plate. as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking) the overflow me designed. pipe. Manhole See 'Closed Detention Systems' Standard See 'posed Detention Systems' Standard No. 3. No. 3. Catch Basin Sao 'Catch Basins' Standard No. 5. See 'Catch Basins' Standard No. 5. t A-4 1190 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Maintenance Conditions When Maintenance Results Fxpocted Component Defect Is Needed When Maintenance is Performed General Trash d Debris Trash or debris of more than 1/2 cubic No trash or debrls located Immediately in (Includes toot which Is located Immediately In front front of catch basin opening. Sediment) of the catch basin opening or is blocking capacity of basin by more than 10%. Trash or debris On the basin)that No trash or debris In the catch basin. exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. Trash or debris In any Inlet or outlet pipe Inlet and outlet pipes free of trash of blocking more than 1/3 of Its helght. debris. Dead animals or vegetation that could No dead animals or vegetation present generate odors that would cause within the catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract foot in volume. or support the breeding of Insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or Inch past curb face into the street (if Top Slab applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. Inches or cracks wider than 1/4 inch (intent is to make sure all malarial is ` running into the basin). Frame not sitting flush on top slab, I.e., Frame is sitting flush on top slab. separalion of more than 3/4 inch of the Name from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design walla/Bottom than 3 feet, any evidence of soil particles standards. entering catch basin through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer No cracks more than 1/4 Inch wide at the than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Fire Hazard Presence of chemicals such as natural No flammable chemicals present. gas, oil, and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin, more than 10%of the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less than six inches span. Pollution Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet of basin film. length. A-5 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 3 - CATCH BASINS (Continued) Maintenance cord Jons WAen Matnten lnoe Results Expected Component Defeat k Headed When Maintenance Is performed Catch Basin Cover Cover Not In Place Cover is missing or only partially In ptaoa. Catch basin cover Is closed. Any open catch b"n requires maintenance. Locking Mechanism cannot be opened by one Machanlem opens with proper tools. Mechanism Not maintenance person with proper tools. Working Botts into frame have Nu than 1/2 Inch of thread. Cover Difficult to One maintenance person cannot remove Cover can be removed by one %move lid after applying 90]be. of lift; Intent is maintenance person. keep cover from sealing off accoas to maintenance. Ladder Ladder Rungs Ladder Is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment, met, cracks, or sharp allows maintenance person safe access, edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards. (if applicable) Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20%of grate surface. Damaged or Grate missing or broken member(s) of Grate is in place and meets design Missing the gate. standards. A-G 1/90 Short Plat (SHPL # ) REQUEST FOR PROJECT # Prelim. Plat (PP# O/1 — 90 ) CAG# To: Technical Services Date S 27 q_s WO# R7ggq Green# From: Plan Review/Project Manager 4ye.-u KIrT7 ic*c- Project Name KEhtNV VLiE SUzcly1SlON (70 tiuracsers max) Description of Project: )/Jq'�R� SANIT> SEYJEI'L� DtzA(u tc `F ZOA IKP1zoVE►.I -OJTS 4;6V . �t�.tuy Vt�.b— SUBDIyt�.oN Circle Size of Waterline: 10" 12" Circle One: New or Extension Circle Size of Sewerline: G 10" 12" Circle One: New) or Extension Circle Size of Stormline: 5- �8 24" Circle One: or xtensio SnWr Address or StreetName(s) -ME, VA%4% 11INE WWO 4\0"M XV6 NG' AIVo blQY!9?lW AW A/6- Dvlpr/Contractor/Owner/Cnslt: ti Rzw (70 charaMs max) Check each discipline involved in Project Ltr Drwg #of sheets per discipline GK Trans-Storm 5 1�6tJNupl 6 _ _ IO � (Roadway/Drainne) (OBzite im Xinclude basin name) (include TESC sheets) 13Ry Transportation (Sig alimtiaq chsnnelintioe,Li&ing) 5 Ga' Wastewater KewwN g>At _ _ (,p (Sanitary Sewer Main)(include basin name) T r� Water (Mains,Valves,Hydrants) (Include composite&Horizontal Cirl Shects) TS Use Only 11:KA _a � DeR, 'qr T, aloS_/ OUT I - rYQ2- e r.)TP, a '7 - 2 rOg' aK7 - - 9 Approved by TSM Date: rorna/misc/92-090.1DOC/CD/bh r STORM DRAINAGE CALCULATIONS FOR KENNY VUE PLAT RENTON WASHINGTON FILE NO. PP,V-012-90 OUR JOB NO. 623-004-901 BY TOUMA ENGINEERS 15668 WEST VALLEY HIGHWAY SEATTLE, WASHINGTON 98188 ( 206 ) 255-4100 v CX"r Br2 i"r, s v v y TABLE OF CONTENTS I PROJECT OVERVIEW II PRELIMINARY CONDITIONS SUMMARY III OFF-SITE ANALYSIS IV RETENTION-DETENTION ANALYSIS V CONVEYANCE SYSTEM ANALYSIS V1 SPECIAL REPORTS BIO-FILTRATION DESIGN INDIVIDUAL HOUSE INFILTRATION DESIGN VII BASIN AND COMMUNITY PLANNING NIA VIII OTHER PERMITS IX EROSION-SEDIMENTATION CONTROL X BOND QUANTITIES, R/D SUMMARY, DECLARATION OF COVENANT XI MAINTENANCE AND OPERATIONS MANUAL I . PROJECT OVERVIEW PROJECT OVERVIEW This property encompasses an area of about 7 . 32 Acres which we proposing to subdivide into 29 lots . The present property is undeveloped except for two single family houses situated at the south of the plat that front on N . E. 24th Street . The present zoning for the property is R-1 . This parcel of land is situated in the NE 1/4 of section 5, Township 23 N . , Range 5 E. , W. M. The property is bounded on the south by NE 24th st . , On the east by a single family development, on the north by a large single family tract, and on the west, ( 254 ' east of Jones Road ) , by large single family lots . The topography of the site is hilly sloping predominantly to the west, but with a small north and northeast portion sloping to the north . We are proposing to use a buried tank for detention and infiltration . The soils according to the King County Soil Survey are Indianola ( type A) which are characterized by high infiltration rates ( see the attached map ) . A lined Biofiltration ditch will bt designed along the property lines of some of the lots . The lined Biofiltration ditch is required to protect from possible ground water contamination before the runoff can be infiltrated back into the ground by use of the buried and perforaated tank . We will also design an individual lot./house infiltration system to be installed on all of the lots within this plat . The plat will have up to 2y lots with the size of each lot ranging from 7212 square feet to 12, 746 square feet . The plat improvements will be designed to the City of Renton standards for street, storm, water , sanitary sewer, and street light systems . 71-71 �I 11 PRELIMINARY CONDITIONS CONCLUSIONS Preliminary Plat 1. The proposed 29-lot preliminary plat appears to serve the pubic use and interest. The proposed plat is compatible with the Comprehensive Plan's designation of the site as suitable for single family as well as the site's zoning of R-1. The development of the site will permit the in- filling of an area that is generally well served by utility lines rather than forcing development into outlying areas where such services are not readily available. The development will also provide a wider range of single family housing choices in a developed single family area, with good access to transportation corridors and employment opportunities. 2. The development of the site will increase the population and housing density, and add additional traffic to this area. Like many of the new plats in the area, the lot sizes conform more closely with the underlying zoning, that is, lots of 7,200 square feet, than the older, larger lots now found in the area. While these new lots are somewhat uncharacteristic of existing lots, there are similarly sized lots within the general area. It would be difficult to characterize these lots as being substantially different than the lots along Monterey to the east. In addition, they do satisfy the criteria found in both the Zoning and Subdivision Codes. The city has not provided a mid-range suburban lot size while obviously, a developer can provide any size lot as long as it meets the minimum standards. In this case, the lots vary from just about the minimum required to well over the minimum. Many of the lots exceed the minimum by more than 1,000 square feet, and some approach double the required minimum. 3. This office has already commented on the increasing replatting that has taken place in the Kennydale area of the city. This major plat joins a number of others, mostly short plats, that have slowly increased the housing density in the area. The urban characteristics of the Kennydale area are beginning to emerge. 4. The block arrangement flowing around an almost spiraling cul-de-sac provides an almost ordinary two-tier lot arrangement. There will be two tiers of lots along N.E. 24th and along the east side of Kennewick Avenue. The cul-de-sac provides access to what would otherwise be unaccessible internal portions of the existing large parcels that comprise the subject site. S. The applicant should be required to provide for a consistent roadway width along N.E. 24th since inconsistent widths can lead to unsafe traffic flow. Cars, and this site, will generate an additional 270 trips per day, require safe standard driving surfaces, and this generally is reflected in consistent pavement widths. Pavement should not abruptly change from full width to partial widths. 6. The removal of existing trees is regulated by the city. The emergency access road will be buffered by landscaping along each side to protect the quiet of the adjacent singe ami y omo other properties a- nni-ha3f est alrprov� a td—he necessary setback from the proposed Kennewick roadway. 7. The development will be subject to routine city review, and standards for utility installation, road construction, and grading and filling will be followed. Work will be monitored by the city. 8. In general, development of these parcels will provide an increase in the tax base of the city, offsetting to some extent the impact of development. The payment of the park fee will permit the city to eventually acquire additional park facilities, or upgrade existing facilities to accommodate the new residents. 9. In conclusion, the City Council should approve the proposed Preliminary Plat as it serves the u is use ana interest, suolect to the applicant anism at assures mai a nce of the storm drainage system an t e secondary roadway and pedestrian corridors. This would mostly likely take the form of a homeowners' association. Variance 10. Variances may be granted when the property generally satisfies all the conditions described in part below: a. The applicant suffers undue hardship caused by special circumstances such as: the size, shape, topography, or location where code enforcement would deprive the owner of rights and privileges enjoyed by others similarly situated; b. The granting of the variance would not materially harm either the public welfare or other property in the vicinity; C. The approval will not constitute a special privilege inconsistent with the limitations on other property in the vicinity; and d. The variance is the minimum variance necessary to allow reasonable development of the subject site. The applicant's property appears ripe for the variance requested. H. The site's size, particularly its depth, makes access to the internal portions of the site difficult from N.E. 24th Street. In addition, the profile of N.E. 24th Street suggests that the number of intersections be kept to a minimum since sight distance is limited. The longer cul-de-sac will provide access to each of the internal lots, yet create only one additional intersection along the north side of N.E. 24th Street - the intersection of Kennewick and 24th. While it does exceed the 500 foot limit prescribed by code, variances are permitted when they allow reasonable use of property. The proposed variance permits the applicant to divide the large parcel in 29 reasonably sized lots that all meet or exceed the lot size requirements of the Zoning Code. 12. The approval of a variance for a road length of 772 feet will not adversely impact either the public welfare or other property in the vicinity. There will be an emergency access road that actually shortens the distance into the center of the plat to approximately 350 feet. The variance does not exarcerbate the impacts of Kennewick since the trips will be spread over the length of a day, and most trips from single family homes originate during daylight hours. 13. Since variances for both private roads and cul-de-sacs that exceed 500 feet have been approved in similar situations where lots are exceptionally large or deep, the applicant is not being granted a special privilege. 14. Finally, the proposed variance, when coupled with the secondary roadway, appears to be the minimum variance that will permit the division of the acreage into reasonably sized and shaped parcels, and provides reasonable and safe access onto N.E. 24th Street. RECOMMENDATION The City Council should approve the proposed Preliminary Plat, subject to the following conditions: 1. The applicant comply with the conditions imposed by the ERC. 2. The applicant shall improve N.E. 24th Street to standard dimensions?ipng iL t�h If this does not prove possible then the applicant shall provide a smooth transition between roadway alignments subject to the approval of the Public Works Department. 3. The final tree preservation plan shall be approved by the City's landscape planner. 4. The applicant shall provide for a homeowners' association or other mechanism that assures maintenance of the storm drainage system and the secondary roadway and pedestrian corridors as shown on Exhibit 02. 5. The secondary access and pedestrian pathways, again, as shown on Exhibit a2, shall be paved, landscaped and lighted in a manner approved by the Planning staff. DECISION The Variance for a cul-de-sac of approximately 772 feet is approved subject to the following condition: 1. The cul-de-sac shall meet the standard requirements with curbs, gutters and sidewalks on both sides of the street. ORDERED THIS 2nd day of October, 1990. FRED J. KA MAN HEARING EXAMINER TRANSMITTED THIS 2nd day of October, 1990 to the parties of record: Tom Touma Touma Engineers 15668 West Valley Highway Seattle, WA 98188 Earl Westlund 1800 NE 44th Street, Suite 220 Renton, WA 98056 John Cowan 1830 NE 24th Renton, Washington Jim Blundre 1800 NE 24th Street Re❑Inn, Washington Jim Frey 2425 Monterey NE Renton, WA 98056 Katherine Wright 1500 Monterey Avenue NE Renton, 'AA 98056 III OFF-SITE ANALYSIS OFF-SITE ANALYSIS UPSTREAM AREAS The plat to the east has some back yards that slope to our proposed project but no concentrated flows are directed to this plat for us to have to pick up in a conveyance system. There are no notable upstream areas of concern . The street and storm flows from Monterey flow south across NE 24th then west on the south side of the street in 12" pipe for about 4201 .. This flow continues west in a shallow roadside ditch to Jones Ave . NE. DOWNSTREAM AREAS There are two downstream areas, one minor to the north, and the main one to the west of the plat which eventually goes to Lake Washington . For the basin to the north we have done hydrograph calculations for our property for existing conditions and developed conditions . These calculations and performance curves indicate that the differance between existing and developed are minimal . Under the proposed conditions the impervious surfaces wil be required to be connected to the individual infiltration systems . For the basin to the west, drainage continues to .Zones Ave . then west and north . (see attached map ) The drainage flows west from Jones Rd . on the south side of NE 24th street in a 4 ' wide ditch . The flow is piped under NE24th in a culvert and continues northwesterly in a broad channel about 700 feet . At this point the runoff is picked up in a 24" CMP and flows under SR 405 to the west side . ( see attached state map ) At this point the flow enters an open ditch flowing north about 450 ' , then enters a 24 " culvert . This flow tollows a deep ravine to Lake Washington about 2000 ' to the southwest . s- 6 •r �- I .. AkF I •. I AkF r' 29 .•.AgO...m h. 42 ` T — — ©PC KOD 3 Pin n AgC • AH a D KP@•�•` ' • � NCWPO r . Hills FwC • .• A9C. ---- y. Ag8 - Kv0 a � I d• � 9¢C• M P L �99 M � I 3eD BM May e Kcr- x --' e•EvC — q�0 OVID l 1 n - - I m I, •'ASC NO M ♦w t `r , L 605 .B `Iyc^ E m O l� � 1AgC I C� a\CAJ o \ ~ " Kennydale •�1 . :In;•r AkF �., �' _ AkF '•ACC EVB Coleman Poin ctl aec ' �. • Akf 3t9 "ve g > / 1 BM V1 gC AgD 9 n BY" •^I I — BM �l ' •• -1, •• AkF I r 1V � I• • ..21Lr I _ awl' AkF it I III r II :Jr I', Ili: ..I. �•. 'j '� L S a I • .I AmC H 'ep R N - •DY '.I '1 s ^ •i. .c� 4 r '' I . 11i.J 3,' t- I _ • r.. � J Plant r I 1'+�L I �,��—�\ •I:S Ur RENTON I.9 MI. 12 30 (Joins sheet 11) Rdc 10' RENTON 1.7 MI. if Scale 1:24 000 la 0 2 Ades 3000 2000 1000 0 5000 10000 Feet Tn o one al a Mt.1 20. gravelly coarse sand to very gravelly loamy sand. the presence of a consolidated substratum at a depth Depth to the IIC horizon ranges from 18 to 36 of 7 to 20 feet. This substratum is the same mate- inches. vial as that in the Alderwood soils. ` Some areas are up to 5 percent included Alderwood Some areas are up to 5 percent included Norma, soils, on the more rolling and undulating parts of Seattle, and Tukwila soils, all of which are poorly the landscape; some are about 5 percent the deep, drained. sandy Indianola soils; and some are up to 25 percent Runoff is slow to medium, and the erosion hazard Neilton very gravelly loamy sands. Also included is slight to moderate. in mapping are areas where consolidated glacial till, Most of the acreage is used for timber. Capabil- which characteristically underlies Alderwood soils, ity unit VIs-1; woodland group 3f3. is at a depth of 5 to 15 feet. Permeability is rapid. The effective rooting depth is 60 inches or more. Available water capac- Indianola Series ity is low. Runoff is slow, and the erosion hazard is slight. The Indianola series is made up of somewhat This soil is used for timber and pasture and for excessively drained soils that formed under conifers urban development. Capability unit IVs-1; woodland in sandy, recessional, stratified glacial drift. group 3f3. These undulating, rolling, and hummocky soils are on terraces. Slopes are 0 to 30 percent. The annual Everett gravelly sandy loam, 5 to 15 percent precipitation is 30 to 55 inches, and the mean Slopes (EvC) .--This soil is rolling. Areas are annual air temperature is about 500 F. The frost- irregular in shape, have a convex surface, and range free season is 150 to 210 days. Elevation ranges from 25 acres to more than 200 acres in size. Run- from about sea level to 1,000 feet. off is slow to medium, and the erosion hazard is In a representative profile, the upper 30 inches slight to moderate. is brown, dark yellowish-brown, and light olive--- Soils included with this soil in mapping make up brown loamy fine sand. This is underlain by olive no more than 25 percent of the total acreage. Some sand that extends to a depth of 60 inches or more areas are up to 5 percent Alderwood sails, which (pl. I, right) . overlie consolidated glacial till; some are up to Indianola soils are used for timber and for urban 20 percent Neilton very gravelly loamy sand; and development. some are about 15 percent included areas of Everett soils where slopes are more gentle than 5 percent Indianola loa-my fine sand. 4 to 15 percent slopes and where they are steeper than 15 percent. (InC) . nis undulating an rolling soil has convex This Everett soil is used for timber and pasture M es. It is near the edges of upland terraces. and for urban development. Capability unit VIs-1; Areas range fro 5 to more than 100 acres in size. woodland group 3f3. Representative profile of Indianola loamv fine sand, 4 to 15 percent slopes, in forest, 1,OD0 fee- Everettgravelly sandy' loam, 15 to 30 percent west and 900 feet south of the northeast corner of slopes (Ev D) .--This sctl occurs as long, narrow sec. 32, 1 . 25 N. , R. 6 F. : areas, mostly along drainageways or on short slopes between terrace benches. It is similar to F—Tett 01--3/4 inch to 0, leaf litter. gravelly sandy loam, 0 to 5 percent slope:-. , L,ut n B21ir--0 to 6 inches, brown (IOYR 4/3) loamy fine most places, is stonier and more gravelly. sand, brown (IOYR 5/3) dry; massive; soft, Soils included with this soil in mapping; sake up very friaL,lc, nonsticky, nonplastic; many no more than 30 percent of the total acre:: ( . Some roots, slightly acid; clear, smooth bomdary. areas are up to 10 percent Alderwood soil, , wi:ici� 4 to S inches thick. overlie consolidated glacial till; some ar( ::; to 5 B22ir--r. to =S inches, dark: yellowish-brown (IOYR percent the deep, sandy Indianola soils; =r..c arc 414) loamy fine sand, brown (10YR 5/3) dry; up to 10 percent Neilton very gravelly loa and; mass:vc; soft, very friable, nonsticky, non- and sore are about 15 percent included are-., of pla=tic; comnon roots; slightly acid; clear, Everett soils where slopes are less than 1i : or-ent. smooth boundary. 6 to 15 inches thick. Runoff is medium to rapid, and the ero-i,r. 'in_ard C1--15 to 30 inches light olive-brown (2.5Y 514) is moderate to severe. loan'• fine sand, yellowish brown (10YR 614) Most of the acreage is used for timber. Capa- dry; massive; soft, very friable, nonsticky, bility unit ':Ic-1• woodland group 3f2 . nonplastic; common roots; slightly acid; gradual, smooth boundary. 12 to 17 indes Everett-Alderriwood gravelly sandy loam, . ' to 1> thick. percent slopes (ElwC).--This mapping unit is aSo.:'. C2--30 to 60 inches, olive (5)' 5/4) sand, light equal parts Everett and Alderwood soils. Ti.c soils brownish gray (2.5)' 6/2) dry; single grain; are rolling. Slopes are dominantly 6 to 10 pere%•nt, loose, nonstickv, nonplastic; few roots; but range from gentle to steep. Most areas arc slightly acid. Maa,y feet thick:. irregular in shape and range from 15 to 190 a_re- or more in size. In areas classified as Iherctt ]'here is a thin, very dark brown Al horizon at soils, field examination and geologic maj" i. i:i cite the surface in some places. The B horizon ranber 16 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP' Alderwood C Orcas Peat D Arents. Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beaushe C PlIchuck 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 Seal C Everett A Sammamish D Indianola A Seattle D Kftsap Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilion 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 potential). 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 Gay 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, TA-55, Second Edition,June 1986. Exhibit A•1. Revisions made from SCS, Soil Interpretation Record, Form N5, September 1988. 3.5.2-2 1190 N 191,487.63 I ,I E 1,663,468.88 11 \ \ \ 30711 ---- X r, \ail 1Ut 11 � � , ` ---1- -- _ _ __i L.-- - --- - ----- l _ -- _J _1-�•rh. 304 �II I I I 1 II tl S; \\I Ill 1' I Il *- tl - -_- \\\ OO BRUSH I aJ I ❑ k I ED ❑ O I! I 0 � Elb I , \\ I I I p I I; ' Q I —"❑"x 1�.��� .'_ 1 I / I o I BR TR �❑ r x—x x I x x �`-`� �- L _ J I J. I x I x x x 231 n - _ / l I I I I i I I 1 1 .1 �D I I X �Jo \` r x _t I J 1 11 x _JL.J v der 1129 ❑ ❑ it o � x x f I BRUSH I II ❑ C / _ __ - 'I TREES El J I -x-- i 'i x— i 11258 o x % -- — D - -0 - - - 317 TREES I zVL x x x W� �I A� T R EES I I /�- - % x J� �- Fn x-- x I p I T Its E-9 TH ST_ =1— I 4 I x 231 * 2 297 _ - - j1 11 1� I O i x t 4 \ 347 po 2V Q Ily % I ❑ 0 J � 7 BRU H I'. BRU 306IIW lX 299 ❑ 5 A C �� REE D xJl;� x El I�f11� -% �� IQ X 277 � I ❑ 1 _ __ 1 x BRUSH 1 0 I ❑ I 1 1 x , � � I II � II �I I1 x— ii n ❑ = x o - d --- 1 ❑ TH __ ST. _ _ 1I -� E� 100 H ST -_ IXI`-- 259J%II 1� - -- 241^ =- -L - --x- r 300- `\ �, i1 - - r r5€---, II 11 I II I 234 I I �RL Z S. Yrt-,} lI II i1I` ' 1 _ xBR iOla a ❑ � I I �- I I x � W I w L 272 \ _ J a \ oll \ \ IIII \UPSTREF.MEI�OWNSTREAMNMAPS S x ' - =--�QI�_ - -. x I I 76 x _ t- TREES l i J • V v I uo • aa. a � ~ mlro �p S� y 8 w (3 h JL /� G�� D C V CI L 'rt N V_ _ g e [—� C. SR 405 3 I" p.i ___�L P 6 ____ .. _ N v 390 .grt Llwf 3 N +.•O7 22 ti } .-_.._ _ �.. _— __.. _ __. _--_ _ _ _ _ _ _ _ __ — J 4 N Zi _ C L..IE N 4 f1 0 — — — — -- — — — — — — — — — — __. - — ;S3 3 -c —� — — CB-Tt Ca. 7 f '��' C404c- 1 PO T PCSP F"Z'13i1 .,,�., 2 12 ' PC SP L401 .51.7 P0.F(32RtJ ( FlKir Fins rL—> ge m E 1_��a 1''- r ••a��vi ;sy.�o. 'GI5.0 'es 12 AbIx-L DAn1if /r 73 R/W LI17E • NN � j ) 2� � � 3q ; 01 rm rT m C J C OZf°�d NOTE' Fer Awn,,e PrAn Leytn/ 549 Shtdf Me- 7 \X�3 l }? i CURVE DATA RI. Station D1 R I T L • 403 00 9'S2' 8'00 716 3' 616' 123.3- Ot0)f t. 5030 00 50 100 150 200 9 D _ Scale in Feet •� °' STATE FECAIDPROJ. T DIVISION OF HIGHWAYS7Kfl} Q3) � Washington state EV 406stms�r sOl1l.EYARD ro FAcmau►-*Awrf Department of Transportation HOV L CHECKED •Qwlss • "� ING. .Al I ,fALIGNMENT24 sue w,ns� L 3asfoo To L 404+00 . - rRW.ENGa. Zt wrAA.t4LA __ ca„iucr w �� IV RETENTION-DETENTION ANALYSIS JOB_krN� vue TOUMA ENGINEERS SHEET NO a OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255.4100 CHECKED BY DATE SCALE r�ETG�r� rr�� Gu.2vE �It n�1Ci�rzs F_XtSTING GDNL)ITC)NS -7, 32 ,eC-. T 2 GES/ GIA-SS SF C-ONJ G/2Dt r�Tr ! fr2Ei4 Y* r A-2F✓�- � Z fZ2 l. L7AC. CN = SS �jGVYJC oPr ) CONIDPIDN � , 3Zr�c ZG L. ITS z�l Du IC A F{4CH LOT W ILL 14 , E /�N SYSTJ-M, SFe 7-f-lr fl( SPrG/<9L � F02js SEC--rIprl) FD/2 T�-/f-= DEC /1�/-/ flF TF/,e� TyPie-4Z- SIZ/"6 AND PDSS/,ALE L�Y�'T CONE/6G��ATrt>v� For L-DT �Nr/�Ti2F�/on/ �YSTF_MS . THF_ A[.� T hf .5 i/;z�7 Tf/4T THe P DFE Ty, T/iE FD2T/a,-/ 7//4 T D2r4//J/N6 NOETf/E/�[ }� /S 35 /�C26 SEE MAP O F T 1--1 C I. 3 iri c k-F S i-11417 FL O v-/ NOfGTN Lo ( ,3 SOJ FT- I/-/)LL ZF INFl- TA? � ; !_= L F/� oY•� I /� SSE" 3 S (re oi-1T yp&z).s 1 (�WCk y0 L �. JOB rNrfy yuE TOUMA ENGINEERS SHEET NO. Z OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE Eft 1DEyaL-0PED yR1zDS AND LANI7SGAPiN� 7. 3Z Z5, D64c GN = Lo 8 D5 !4c C F4 /� 9 0`7 Y+c- G N = `j S .DEVELDQiFD S Z WC CN = (- $ D r+c Ch1 = cr8 TAME DG CONCENT,o- 47-10N /g2E)E� -d/ P2 /:X/ST//V G t-IEsr FL Dv✓ L = 2 2 0 ' � = 2v% /��,�,� 6. 27 MiN J �V / -- / 7 Z - J 07 � PfJ - I � J T L JOB kEN Vu F_ TOUMA ENGINEERS SHEET NO. OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE Tc� Co NT. Z)r,- V I-DPFD Gu -17Ek- fc Dcv L w' S .r S DITCH FLo\A1 L ) D. 3D M iKI T2 : �o / CZ7 �s� Cw� , 17 M iy 2 2 MiN TI: _ 10 . to9 MI/4 f3 ,�EA #z E ZTPNG NE1=T FL OV/ L = Zma S = T = yz , �? X2A)) ' DEVCL- 0 PEZD -jFFT FL'DY-/ D/.3 .SH14LL7 ✓ FtD\/./ L = .,oB ICE.N N y VU E TOUMA ENGINEERS SHEET NO. OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE GoNT_ 14 2- g/ — I1 .D2 MiN ra F Qg F � J / ? ,� - �, c9 Joe XENN�2 vuE TOUMA ENGINEERS SHEET NO ` OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE CWES7-� l2 uN o FF / / I.D / , 87�-�/ lL / L]—D EV E LD AED U O - DEVF LOPEG W/Dr-TeNTiDN D,5 �C'y2r��JOFF �i-/�DET"F- Ni7�oN zy� )D yp l ov yy` ,oB KFNNy VGrF_ TOUMA ENGINEERS SHEET NO OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255.4100 CHECKED BY DATE SCALE l4 r2E !4 �Z N D)2TFf ; ,15 /� EXISTING �] DF_ VE !-DPED , ID • 1 � D DEVELDPED P_t4 vFF GFS ,OLD NO / � ILI/ 0I Zyr� InyTc� IDvy� 2 SHUH/SCS METHOD FOR COMPUTING RUNOFF HYDROORAPH O STORM OPTIONS: .. 1 - S. C. S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE 2 � p � 017 TDpym _ J l SPECIFY STORM OPTION: 1 S. G.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREO(YEAR) , DURATION(HOUR) , PRECIP( INCHES? 2 24 2 ---------------------------------------------------------------------- ** +�+�+ ++ ********* S. C. S. TYPE-IA DISTRIBUTION 2-YEAR 24-HOUR STORM **** 2. 0011 TOTAL PRECIP. --------------------------------------------------------------- -------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 J. 6J, 5J, L!, D8LL, 1 U. 14 DATA PRINT-OUT: AREA (.ACRES) PERY7 OUS 1MF'ERVIOUS TC(MINUTES) A CN A CN 5. 7 5. 7 55. 0 (, 98. 0 1(-'. 1 PEAK-G(C:FS) T-PEAK (HP.'S) VOL(CU-FT) . 02 23. ES3 316 ENTER (d: JLprthJfilcnrmei .extJ FOR STORAGE OF COMPUTED HYDRO, FiRAPH: 1E):-'YF. SPECIFY : C - CONTINUL , N - NEWSTCV.N, P - F'F•:'1NT , S - STOP 1_ ------------------ ENTEF.: AtFERV) , CN!.F'ERV? , ! !: IMPE :•Ji , CN( IMFERV) , TG FOR BASIN NO. DATE. PRINT-OUT: APEA !:A--PEE) F•Ef". ; OUS IMPLR'✓IOUS: TC(MINUTES) A CN A Cr, 4. 1 ?. Ci 6R. (! 1 . 1 "j-1. PE-":k -G!.1=FS) 1 Li.ai' - H. ? VGL ' C'l l-FT) 4E3 53 C!36 EN !(-k: LG : JCpZ+t1-1 fiIE.'.di7:BC . Bi;t1 i 11 i uo ii:jL J n ij'!LD Hf: C: '= PH: 1L!E_ vF SF'L ! FY : C CCIJI INIa !. NI. W` ' ".i'. F _ F'F:I147 , - bloj , N 1 TyF,V ' . SPFECIFY STORM OPTION: 1 S. C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 10, 24,2.9 ---------------------------------------------------------------------- **+***++�************ S. C. S. TYPE-IA DISTRIBUTION 10-YEAR 24-HOUR STORM **** 2. 90" TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 5. 65, 55, 0, 98, 10. 14 DATA PRINT-OUT: APEA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5. 7 5. 7 55. 0 . 0 98. 0 10. 1 PEAK-Q(CFS) T-PEAK(HRS) VOL(C:U-FT) . 10 23. 83 3464 ENTER Cd: ] [pathlfilename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: IEX1OYR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------- ------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMF'EF.'V., , TC FOR BASIN NO. 2 3. 05, 65, 8, 1 . 07, 98, 10. 69 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 4. 1 ,;,. 0 E,B. 0 1 . 1 98. v 10. 7 PEAK:-0.(CF-S) T-PEAt:(HPE ) VOL(CU-FT) . 27 7. B3 16T: 4 ENTER [d: 1 [path l f i l ename[ . ext ] FOl-.' STURAGE OF C:OMF'U7ED HYDROCiRAPH. 1DE1()YP ;PFGIFY: C -- C:O";' INUE, la - NLWSTOr•'M, P - F'FIr7T, S - S70P N :-a ('�;'M Of'l I ONS. - .- _—DAY UFE?Grp S'fl!Fr� �ICRM L. FILE 3FE : IFY S-104,11 ul T1OIv: TYPE' :INFALL I i' '6:1H!1TT qJ . .t....E.I RED : --.. E(,F') . DUF:AT : V, "(��4r :• , F'r•CC:1F' •:. Ild�..HEcI _ . _4, _ . ... .. . , s.�.: : ;.ax. ._., �_:, �.. TYPE- 1l ; UIS..rF•IHL..FION ...iU r :.J*.�! • ._ . rl. Fr•.: DATA PRINT-OUT; 4REA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5. 7 5. 7 55.0 .0 98.0 10. 1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .20 23. 83 10056 ENTER Cd: ]Cpathlfilenamet. extl FOR STORAGE OF COMPUTED HYDROGRAPH: 1EX100YP. SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ----__.__----------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 3. 05, 68, 1 . 07, 98, 10. 69 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 4. 1 3. 0 68. 0 1 . 1 98. 0 10. 7 PEAK:.-Q(CFS) T-PEAK(HRSi VOL(CU-FT) 1 . 55 7. 83 26658 ENTER Cd: 31path1filenamel . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: 1DEI QQYR SPECIFY: C - CONTINUE, N - NEWSlORM, P - PRINT, S - STOP' SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: �E4 0 Z 1 - S. C.S. TYPE-IA 2 - 7-DAY DESIGN STORM ZYe , 11DYe IDDyQ ZTDgm 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S. C. S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FRED(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 2, 24, 2 ---------------------------------------------------------------------- w******************* S. C. S. TYPE-IA DISTRIBUTION ********* 2-YEAR 24-HOUR.' STORM **** 2. 00" TOTAL PREC.IP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPEP.V) , CN( IMPERV) , TC FOR BASIN NO. 1 1 .67, 55, U, Se, 14. 47 DATA PRINT-OUT: AREA(ACF;ES) PERVIOUS 1MPER.•VIOUS TC(MINUTES) A C:N A CN 1 . 7 1 . 7 J5l. 0 . 0 58. 0 14. 5 PEAR(-0(CF5) T-PEAK (HRS) VOL(CU-FT) . 01 23. E 93 ENTER: Cd: ] [path] filenameC . ext ] FOR.: STORAGE OF CONFUTED HYDROGRAPP. 2EX2YR FILE ALREADY EXIST; OVEPWR'JTE (Y or N) Y SPECIFY: C: - CONTINUE, N - NEWSTOR:M, P - PRINT, S - STOP C ENTER: A(P[:_F:'.') , OWPEP.'J) , HFIMPERV) . C!v ( IMPERV) , Ti.-.. FDF: BASIN NO. . 5 ', E6. CAL DATA PRINT-U(.'T: AF.EA(AC:PEE FEPVIou: 1Mr'LRVIOUE TC (MI NUT EEO A - r A w PEAK--C:' : if a— i T—F'EHC r+.� , V[i:.. T i FP;'! I'P Cd : � CF:.< ' r. -. `. ilt ' r,;_ , r t .: FCm "-FU6:AGE OF C:OfS'T[_:�- Lt_ t I L F A;_F:'F—01''r L Y I Ei T; LJV. : F',?.K I T E. Y ni, N Y EI_IFY CC! T I!'L'L, t Wa i ]f i, F If'T , E- crCF:. 1.7,), cCF.� -: T!-�r '.',' (.n: : IMP'EPV.) ii.. "!-u: Ll';,I.': N(_,. STORM OPTIONS: 1 S.G. S. TYPE-IA jJ 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S. C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FRED(YEAR) , DURATION(HOUR) , PREC:IP( INC:HES) 10, 24,2.9 ---------------------------------------------------------------------- ******************** S. C. S. TYPE-IA DISTRIBUTION * ** *** * ***+*** + ********4 10-YEAR 24- HOUK STORM **** 2.90" TOTAL PRECIP. *+******* ---------------------------------------------------------------------- ENTER: A(PEF'V) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . E7,55, 0, 98, 14. 47 DATA PRINT-OUT: AREA(.ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 7 1 . 7 b5. 0 . 0 98. 0 14. E PEAK-GI(C:FS) T-PEAL: (HRS) VOL (C.U-FT) 03 23. 63 10 3 ENTER Cd: llpathlfilenameC . extl FOR STORAGE OF COMPUTED HYDROGP.APH: 2EX10YR SPECIFY: C - CONTINUE:, N - NEWtTORM, P - PRINT, S - STOP 1_ ENTEF': A(F'ER�') , C:N (PEPV+ , (" +: IMPERV) , CN .: IMPERV) , 7C FOR BASIN NO. . 5�', 68, 0, 9Et, 1 1 . Vc DATA FF.'I h:!T-OUT . AREA(Al':RES) PLRV70UL 1MPEF:'VIOL!5 TC(MINUTEE ) A C'fJ A CN . 5 . . 6C:. (' O 58. O 11 . G PEAK.-Co t CF` . T-PIAk, Off VDL. (1--:U-F7 ) ENI ER C d: ] C pat h l f i l en Arne L . a:•:t ] F Ur' : Di?HGE OF COMF'L17 EL H1'DF'Oj:dFAF'H: S F'F C:IF1 : C - CY)N 1 ] NU _ . IV -- NEW'STOk'M, F F'F. NT. S - E Ur' 'J S'-0Rf,I OFT i u.f<,: 1 S. C. S. 1 Pt iH '- S7( i LiI-Tr-i f ILF'_ ' F'FCIF 'r 'o'. Fir OF'IION.' - 1 - S. C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , C:N(PERV) , A( IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 1 . 67,55,0,98, 14. 47 DATA PPINT-OUT: AREA(ACRES) PERVIOUS 1MFLRVIOUS TC(MINUTES) A CN A CN 1. 7 1 . 7 55. 0 . 0 98. 0 14. 5 PEAK-Q(CFS) T-PEAK(HP..S) VOL(C:U-FT) . 06 23. 83 2970 ENTER Cd: 3lpath3filenameC . ext3 FOR STORAGE OF COMPUTED HYDROGRAPH: 2EX100YR SPECIFY: C - CONTINUE, N NLWSTORM, P - PRINT, 5 - STOP ENTER: A(PERV) , C:N(PEF'V) , ACIMPERV) , CN( IMF'EF'V) , TC FOR BASIN NO. . 52, 68,0,98, 11 . CQ DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 5 . 5 68. v . O 98. 0 11 . 0 F'EAK:-QCCFS? T-PEAK(HFIS) VOL(CU-FT) 10 7. K: 2153 '_NTEk 1d: 3Lpath31ilenameL . e;,t ] FOr, STORAGE OF COMPUTED HYDROGRAPH: ALE 1l,C;YR SPECIFY: C: - CONTINUL, N - NLWSTORM, P - PRINT, 5 - E1OF SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP 9 R/D FACILITY DESIGN ROUTINE � 3 G H EGK- 21D Ff4G 1 tr I T y SPECIFY TYPE OF R/D FACILITY: GENmP-A-- IF - GCi-1M�7�T 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED J ENTER: TANK DIAMETER ( ft) , EFFECTIVE STORAGE DEPTH ( ft ) 6, 5. 5 ENTER,: VERTICAL PERMEABILITY(min/in) 5 ENTER Cd: )Cpath) filenamel . ext ) OF PRIMARY DESIGN INFLOW HYDROGPAPH: 1DEIOYP PRIMARY DESIGN INFLOW PEAK _ .87 C:FS ENTER PR'IMAR'Y DESIGN RELEASE RATE(cfs) : . 1 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM) : 2 ENTER Ed: ) Cpath) filenameC .ext ) OF HYDROGRAPH 1 : IDE2YR ENTER TARGET RELEASE FATE (cfs) : . 02 ENTER Cd: )Cpath) filenamel . ext ) OF HYDROGRAPH 1DE100YF.' ENTER TARGET RELEASE RATE (cfs) : . 2 ENTEF': NUMBER OF ORIFICES, RISER-HEAD( ft ) , RISER-DIAME:-rER(. in) 1 , 5. 5, 121 RISER OVERFLOW DEPTH FOh' PRIMARY PEAK INFLOW = 2V FT SPECIFY ITEPATION DISPLAY: Y - YES, N - NO N SF'EC:IFY: R - REVIEW/REVISE INPUT, C. - CDNTINUE C INITIAL STORAGE VALUE FDF. ITERATION F'URPUSEL : 1S-7E Cl!-FT SIN!iLL ORIF II-E F:E_o71-:1C: FUG': L)lH- I E.1 r LDW TAE:GE: T—OUTFLOW AC.:TuF�_--OL'TF'LOW F'F.—STAGiE.. 4 DF'.;9F: DI " Grd HYD: LI-1 207C, 5. 1 . 43 7(, 2-E,70 TES . ryfi. `. 1 . . i. I. E? F [ , - Cr Fr-1LN' UF' . . d: !__l.!ra• F t 'r I t.i NE.': ) Nu _ JF.' _c 1 F'F ': IF 1Eli .- H:r � ' c' IV. DESIGN HYD: .87 . 10 . 10 5.49 2676 TEST HYD li . 48 .02 .07 2.65 1370 TEST HYD 2: 1. 55 . 20 1.43 5.76 2670 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST DRIF, E - ENLARGE, S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED � y STAGE HEIGHT, TO PROVIDE A FACTOR. OF SAFETY. ENTER: STORAGE-INCREASE(%) , STAGE-HEIGHT( ft ) 45, 5. 5 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK:-STAGE STORAGE DESIGN HYD: .S7 . 10 .08 3. 42 2632 TEST HYD 1 : .48 .02 .06 2. 17 1570 TEST HYD 2: 1 . 55 . 20 . 91 5. 69 388:7 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK:-STAGE STORAGE DESIGN HYD: . 87 . 10 . 08 3. 42 2632' TEST HYD 1 : . 48 . 02 . 06 2. 17 1570 TEST HYD 2: 1 . 55 _�() . 91 5. £9 388C) STRUCTURE DATA: R./D TANK (FLAT bRADE) RISER-HEAD TANK-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 5. 50 FT E. 00 FT 5.50 FT 143. 1 FT 3883 CU-FT SINGLE ❑R:IFIC:E R'ES7RL=:TOP..: DIA= 1 . 25" ROUTIN13 DATA: STAGEtFT) D I SC:HARGE ( C:F S) STUF:HGE (L:U-F-T) PEPM-APEA(SCf- f l-) . cm) . UG . 0 0 . 55 . 0 314. 4 . 0 1 . 10 . 04 7Cr4. 9 �_) 1 . E5 . 05 1141 . 7 . 0 c 0 (A. 16.>4. 3 85a. 3 . 07 �)75. 7 858. 3 ^.0 08 2.53J. 8 858. 3 4. 4 ) ir+ 75. 4 85c. 3 CJ -,S�. Avll.; :.', '_ '•.'ER. f 1CAL E F'''ir_::r1L I T Y: M1Pa!TES.`Ar1',A ':-S'F:- IFY : F - Fi'. -. NI.D,JUL. t ' - F'F:1N1- . ! iiJF . f, PE Yl 7F F-, - STCi RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY Ed: ]Epath]filenamel . ext] OF ROUTING DATA � J CE-INFIL YDISPLAY ROUTING DATA (Y or N)? Ppu-r1NG F0� 2y� I IOyQ 7 IOOf ROUTING DATA: ' STAGE(FT) DISCHARGE(CFS) STOPAGE(CU-FT) PERM-AREA(SO-FT) .00 .00 .O . O . 55 .03 314. 4 .0 1 . 10 . 04 704.9 858. 3 1 . 65 .05 1141 . 7 858. 3 2. 20 .06 1604. 3 858.3 2. 75 . 07 2075. 7 858. 3 3. 30 .08 2539.8 858. 3 3. 85 .08 2979. 7 858. 3 4.40 .09 3375.4 858.3 4. 95 . 09 369B. 4 856. 3 5. 50 . 10 3663. 7 858.3 5. 60 . 41 3663. 7 858. 3 5. 70 . 97 3883.7 858. 3 5. 80 1 . 70 3883. 7 856. 3 55. 90 2. 50 3883. 7 858.3 6. 00 2. 78 3883. 7 856. 3 6. 10 3. 03 3883. 7 858.3 AVERAGE PERM-RATE: 5. 0 MINUTES/INC:H SATURATED PERM-RATE: 5. 0 MINUTES/INCH GROUND STORAGE BEFORE SATURATION: .00 CU-FT/SO-FT ENTER. Ed: I [path] filenarriel .extI OF COMPUTED HYDROGRAPH: IDE2YR: INFLOW/OUTFLOW ANALYSIS: PEAF:: I NFL OW(CFS) PEAk:.- OUTFLOW(. =FS) OUTFLOW-VOL (CU-FT) . 42. . 04 2854 INITIAL-STAGE(FT) TIME-OF-FEAI' (HRS) PEAK-STAGE-ELEV(FT) 252. 00 8. 17 25.3. 29 FE_AF: STORAGE: 85 ) C:U- F T INFILTRATED VOLUME: E•137 C:U-FT FNFER Ld: ] Epath] filerjameL . ext ] FOr: STORAGE uF L:GMPUTED HYUROGRAPH: FILE ALREADY EXIST ; )VEF2WF'lTL' (Y or N) Y SPED--IFY: C - CONTINLE, ra - NEWJDE;, F' -- FRINT , Ei - ETCIP, R - F:E`.'ISE C: '"NTER ' _i: ] Ep&th] filenc;TieC . er.t ] OF -nr1FL1TE[D HYllF.OGPAFH: DC L c','. INFLC,L. " -10TFLOW ANALYEIE F I 1 P1! L.OW f C F c: I : :_,; U{J I F LOW O 1T F LOv! L f L F - . ,,-• 10 �I i2 D K Y SPECIFY: C - CONTINUE, N - NEWJOP, P - PRINT, 5 - STOP, R - REVISE C � ENTER Cd: ]CpathlfilenameC . ext ] OF COMPUTED HYDROGPAPH: GO IDE10YR INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) .87 .07 3696 Q y 12 O)e INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 252. 00 8. 83 254. 51 PEAK STORAGE: 1870 CU-FT INFILTRATED VOLUME: 12992 CU-FT ENTER C0 ]Cpath] filenameC . ext7 FOR STORAGE OF COMPUTED HYDROGRAPH: X FILE ALREADY EXIST; OVERWRITE (Y or N) Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER 1d: 31pathlQ lenameE . ext3 OF COMPUTED HYDROGRAPH: lDEl00YR INFLOW/OUTFLOW ANALYSIS: PEAT::-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1 . 55 .59 8528 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELE'V(FT) 252.00 8. 67 257. E3 PEAK STORAGE: 3880 CU-FT INFILTRATED VOLUME: 182b4 CU-FT ENTER Cd: lCpathlfilenameC . extl FOR STOR.HGE OF COMPUTED HYDROGRAPH: V CONVEYANCE: SYSTEM .ANALYSIS 6/ 19/92 Engenious Systems, Inc page 1 KENNEY VUE PLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD --------------------------------------------------------------------- REArH SUMMARY Routing based on RENTONI family C 25 yr freq Network 1ine'3: Pipe Reach Basin Area --c- --c+A- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vitt -length --tt-- ---------- Id ac --caA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft sin ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ pea a8a 0.19 0.80 0.15 0.15 6.30 2.73 0.41 8 0.012 0.1330 4.79 13.71 8.40 12.00 0.02 Net worIr. 1ine6: Pipe Reach Basin Area --c- --c+A- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --csA- - sin in/hr cfs in --n-- ft/ft cfs fps fps ft min p5a a5a 0.19 0.70 0.13 0.13 6.30 2.73 0.34 8 0.012 0.0100 1.31 3.76 3.17 10.00 0.05 Network lines: Pipe Reach Basin Area --c- --csA- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --caA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft gin p2b a2b 0.89 0.50 0.45 0.45 6.30 2.73 1.21 8 0.012 0.0200 1.86 5.32 5.67 10.00 0.03 Net wcrrk: 1ine4: Pipe Reach Basin Area --c- --caA- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ---------- Id ac --caA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ p2a 82a 0.43 0.50 0.21 0.21 6.30 2.73 0.59 8 0.012 0.0100 1.31 3.76 3.66 20.00 0.09 p2 0.66 6.39 2.71 1.79 12 0.012 0.0100 3.87 4.93 4.B3 122.00 0.42 Network 1ine8: Pipe Reach Basin Area --c- --c+A- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ---------- Id ac --c4A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft sin ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ p4a a4a 0.20 0.50 0.10 0.10 6.30 2.73 0.27 8 0.012 0.2485 6.54 18.75 9.25 20.00 0.04 Net w-r 1: 1 i ne7: Pipe Reach Basin Area --c- --caA- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ---------- Id ac --caA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ p4b a4b 0.56 0.50 0.28 0.28 6.30 2.73 0.76 8 0.012 0.4970 9.15 26.51 16.03 10.00 O.Ot Network line3: Pipe Reach Basin Area --c- --caA- --Sur ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id at --caA- - sin in/hr cfs in --n-- ft/ft cfs fps fps ft sin ------------------------------------------------------------------------------------------------------------------ ------- ------------------------------------------------------------------ - - ------------------- p5b a5b 0.56 0.50 0.28 0.28 6.30 2.73 0.76 8 0.012 0.0870 3.87 11.09 8.63 20.00 0.04 p5 0.41 6.35 2.)2 1.10 12 0.012 0.1061 12.61 16.05 9.88 145.00 0.24 p4 1.45 6.81 2.63 3.81 15 0.012 0.0100 7.02 5.72 5.83 115.00 0.33 p12 1.45 7.14 2.57 3.71 15 0.012 0.0128 7.94 6.47 6.36 25.00 0.07 6/ 19/92 Engenious Systems, Inc page KENNEY VUE PLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY Network line2: Pipe Reach Basin Area --c- --cfA- --Sur ---Tc- --i-- --QAct Bia -Mann -Slope -OFull Vfull -Vast -Length --tt-- ---------- Id ac --cfA- - min in/hr cfs in --n-- ft/ft cis fps fps ft min ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ p6a a6a 0.40 0.50 0.24 0.24 6.30 2.73 0.66 8 0.012 0.0213 1.92 5.49 4.97 30.00 0.10 p6 a6 0.26 0.50 0.13 0.37 6.40 2.71 1.00 12 0.012 0.1547 15.22 19.30 10.96 90.00 0.14 p7 a7 0.58 0.50 0.29 0.66 6.54 2.68 1.77 12 0.012 0.1296 13.93 17.74 12.17 28.00 0.04 p14 a14 1.63 0.50 0.81 2.92 7.21 2.56 7.47 15 0.012 0.0063 20.61 16.00 15.45 40.00 0.04 p3 2.92 7.25 2.55 7.44 15 0.011 0.0112 6.10 6.60 7.49 196.00 0.44 Network linelO: Pipe Reach Basin Area --c- --cfA- --Sur ---Tc- --i-- --RAct Ria -Mann -Slope -gFull Vfull -Vast -Length --tt-- ---------- Id ac --cfA- - sin in/hr cfs in --n-- ft/ft cfs fps fps ft sin ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ pia ala 0.04 0.90 0.04 0.04 6.30 2.73 0.10 8 0.024 0.2318 3.16 9.05 4.09 28.00 0.11 Network lines : Pipe Reach Basin Area --c- --cfA- --Sua- ---Tc- --i-- --GAct Bia -Mann -Slope -RFull Vfull -Vact -Length --tt-- ---------- Id ac --cfA- - min in/hr cis in --n-- ft/ft cfs fps fps ft min p9a a9a 0.31 0.80 0.25 0.25 6.30 2.73 0.68 8 0.012 0.0300 2.27 6.51 5.68 12.00 0.04 p9 0.25 6.34 2.72 0.68 12 0.012 0.1381 14.38 18.31 9.37 134.00 0.24 p8 0.40 6.57 2.68 1.07 12 0.012 0.2268 19.43 23.47 12.79 63.00 0.00 pl 3.36 7.69 2.46 8.27 15 0.012 0.0140 8.30 6.77 7.71 200.00 0.43 p10 3.36 8.12 2.38 7.99 15 0.012 0.0139 8.27 6.74 7.68 123.50 0.27 p11 3.36 8.39 2.33 7.92 15 0.012 0.0139 8.27 6.74 7.67 15.00 0.03 6/ 19/92 Engenious Systems, Inc page 1 KENNEY VUE FLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: a14 Description. . . . . : cb 14 <---Description- SubArea SubC L (ft ) Slope -Kr-- (min) basin 1 . 63 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: ala Description. . . . . . cb 1A <---Description--i SubArea SubC L (ft ) Slope -Kr-- (min) basin 0. 04 0. 90 Composite "c " Value. . . . . . . . 0. 90 Time of Conc (min) . . 6. 30 Drainage Area Id: a2a Description. . . . . : cb2A <---Description--> SubArea SubC: L ( ft ) Slope -Kr-- (min) basin 0. 43 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a2b Description. . . . . . cb 2B <---Description--` SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 89 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a4a Description. . . . . : cb 4A <---Description--` SubArea Subr_. L ( ft ) Slope -Kr-- (min) basin 0. 20 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a4b Description. . . . . . cb48 ---Description-- SubArea SubC L ( ft ) Slope -Kr--- (min) basin 0. 56 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a5a Description. . . . . . cb `_;A --Description--? SubArea SubC L ( ft ) Slope -KY-- (min ) basin 0. 18 0. 70 Composite c Value. . . . . . . . 0. 70 Time of Conc (min) . . 6. 30 6/ 19/92 Engenious Systems, Inc page 2 KENNEY VUE PLAT JUNE 19, 1992 MODIFIED RATIONAL METHOD RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: a5b Description. . . . . : cb 5B <---Description--? SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0.56 0. 50 50. 00 0. 0200 7.00 0.84 200. 00 0. 0750 20.00 0. 61 Composite "c " Value. . . . . . . . 0. 50 Time of Conc_ (min) . . 6. 30 Drainage Area Id: a6 Description. . . . . : cb 6 <---Description--> SubArea SubC: L (ft ) Slope -Kr-- (min) basin 0. 26 0.50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a6a Description. . . . . : cb 6A ---Description- SubArea SubC: L ( ft ) Slope -Kr-- (min) basin 0. 42 0. 50 50. 00 0. 0200 7. 00 0. 84 200. 00 0. 0600 20. 00 0. 68 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a7 Description. . . . . : cb 7 ---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 58 0. 50 Composite "c " Value. . . . . . . . 0. 50 Time of Conc (min) . . 6. 30 Drainage Area Id: a6a Description. . . . . : cb 8A <---Description--: SubArea SubC: L ( ft ) Slope -Kr-- (min) basin 0. 19 0. 80 60. 00 0. 0200 20. 00 0. 35 170. 00 0. 0940 20. 00 0. 46 Composite _ Value. . . . . . . . 0. 80 Time of Conc (min) . . 6.30 Drainage Area Id: a9a Description. . . . . : cb 9A ---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) basin 0. 31 0. 80 60. 00 0. 0200 20. 00 0. 35 170. 00 i0 0. 0940 20. 00 0. 46 Composite Value. . . . . . . . 0. 80 Time of Conc (min) . . 6. 30 VI SPECIAL REPORTS SIO-FILTRATION DESIGN INDIVIDUAL HOUSE INFILTRATION DESIGN JOB F NNEV VU E TOUMA ENGINEERS SHEET NO. OF 15668 West Valley Highway SEATfLE, WASHINGTON 98188 CALCULATED BY DATE (206) 255-4100 CHECKED BV DATE SCALE rZ 10 F 11_Y f-pl�`( !o m 610 rj.L'Tf6 Ti0t4 i...l �. pN � �L DEVELPF6 ....... GD i l)! 1` 1.Dnl ..f �GAUS .IT W IL D'. TEh) TlOn( _ c� k, .EIEFAcE . , Zy,e PEYE!! ?PEL), _ �?hc,r/PAm) �de6PN = D 98 -Fs FFord SJO FILT2t41(�N P✓ f, Po-�ES 7-/F rC52t'l; p2E� A . FJ4Low Tole .5Z- V C E S F fi F o D E PTr- W P!-Ff- c kuCA = Fr av Ge, l ( , 34 ' it 3 _ r E) �- E I G FS )qC-1 14L- SI- OPE S = Da � °/a IJ _ ISM ca , S7 V = br 7 0 \NiTM /'-z /nE7&y /- 5 C FS c 3' '27CFs .roe Kf NNV VY I- TOUMA ENGINEERS SHEET NO. / OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255.4100 CHECKEDBV DATE SCALE lNDIU1IJUlAL HOuSf= !K( �ILT /cl4T/D/�l C41-C- I-P4TF f4 TbfPtC-4L )N F( -r"T1o/,l ZYSMM PF: 142 Tj4-13Lr- THE SorL.S LoGGEb F IT M f)ZT(-)/ INTO -#2 /1 e D/G(r✓r S/4ND GA7R GOP- 12 IN N� I HE }-I DL4SI<S {114V>F Nor $EErl. DE SIC=MF-Z , 'WE WicL GSE 3S"00 FT z TD 3e oAl 7-1-1E SPA- FE SrGE r0h'� S/ZI1116 7-/-1F ll`I FIrT /� l`+ TIoN SyST6M DF-TFr2M/N 9F /NF/L 7Az4T/DN �Ar a$ _ DSy) 'P", v PI v = 2 9 q� = 3 SDD Fr L ! D ( .138) H i-. r /;C 1 7 7 )Nl FACE! I �r +_uqr. � prlL GF pr-r 7 �,f�,v7?�r/ F7Yc ) hIrIL7k ✓- ? /_/ ylfLriL !:lF1 �FT JOB I4.FNm l yue TOUMA ENGINEERS SHEET NO. OF 15668 West Valley Highway CALCULATED v DATE SEATTLE, WASHINGTON 98188 (206) 255.4100 CHECKED BY DATE SCALE H D u S E 1 N F�LT�l4T/oN Z) Fem 2EQUt2E6 L-EN6n7 OF ToaENGH 69 7. 2 F T y sow IFS _ ci c/, 3 ND TE TH /S 7L)7�09 L- Fo 0T71 65 Gou IZ �3 E l9GGDv,1PL/Sf/ELF 01TH Z P4,e,000EG 5D 'TE,ENLl16S D P L IT &,I/r// SD /N THE F2D/yT yg2,0 eA/D SD ' /N /& YAdEeL SEE C-OPy 011" 1-t4-/Ot,/T Fkoko cotlNry MAH44AL , 0c, /2 OFFiGL P6.eFD, O-7S.D INFIL_TP-Ariot-4 rEsrs P''F2 SFr-7/ON !D Uek-l' /Fy THX) T T.f/,F P. 1 Z 8 !N / M1N e A-TF /S ?9PP20Pe1.47E, T f-I E TES T S XL eE7 /N C L 6- D&, D' 197-/p nlj l liN P✓a swFEry r� �7o� , 9210�/�� 3. / H Du I ILI- I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL _f FIGURE 4.5.1A ROOF DOWNSPOUT INFILTRATION SYSTEMS G E3 TOW—" Pt'>si Bl..xs A A&t t4 4E�=' IK R-ONr.1 vlf-=w NP lt is — 0,p4c,V(4�M1 We U 0 FC✓Qu'atcpRpG 1 1 � `- -•�- - ---- ---�� ot id �i It�#'iL'f�FtZlo�.l 'TR�c� t90F U✓QIH Vt Obyt✓✓p}(ou U�c� Spk.h bbJ� p, -bte�Lovev Kept iw¢ _I. L TTI f iwll{ �� �, � �jl✓LCM C ��� p, & �SuMp w . Lc.P. . 5 �qlc SoI�Q LIcQ W41lqu.ePtribiG) . VA (e ID w+i� O�OyC✓✓a7191[ �� [w•lue.Fal tap!la=k� Gowtpar.� ba�khll C?nbvakd7 6 wK l b� PeAvv'119 p,pe— 4° Ac(�qta'nlc4t�dA,�nspo✓rdldevs,eHsuti�s �(rapptY'edck Wa�iUleQ Voc�c 3/'—��i e�lrel wtf� e, 4iiizv�fdbrk r 4.5.1-3 1/90 V1 ] BASIN AND COMMUNITY PLANNING a @7111 OTHER PERMITS IX EHOSIOH-SEDIHEETATIOH CONTROL JOB KE IAN V TOUMA ENGINEERS SHEET NO. ( OF 15668 West Valley Highway CALCULATED DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE T r—_m Po2lgay G&DS <ON, kZE -Lr2 C lND1ANDL-A- GP_ouA nY Z6) _s /41-4D THE U.NIVEa -.nL SOIL LOSS EG2u4Tir��/. COM PuTE THE /7 fin U 9t �EDIMEMT y/ GD 2 x 1< _x LS x Cal x P2 Pz z ()0 " (Z. 00)2. Z = ID, ?_0D LS = Tt4Z, LS I 1L ✓SI(�v .�i 2mi4 1. 0 CC Ei? rEp F fr-'EA2 C'E, ,� i�G26 S FFDr-- u0' ZID FiLT tL,ATrorJ� PND Vor-IL, )}fccA r4L _ Z . I ? Oh'. TD7 �c von SEG IZy '° 7 = _ IrT' C) LE D? Z E3 L DT i NE j3 �7Tpvi; D/��? �H �/ �N52,v 013 KENNy VUF TOUMA ENGINEERS SHEETNO. Z OF 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED By DATE SCALE DE PTH OF sFa/ " ENS 7- L14 rO zioo 7:Tz = 0,07 >=T DE F P �o7Tvv+'! r v 352. 3(. oo FTZ W i9TEtc Su, EFAcE 3 C D 5ZDD FTz V OL 352- � 5N / � L SZOD t BC. ou x 2 = 8 BOD f-i 3 X BOND QUANTITIES, R/D SUMNARY DECLARATION OF COVENANT XI HAINTEMANCE AND OPERATIONS HANUAL MAINTENANCE AND OPERATION MANUAL For proper operation this conveyance and detention system requires periodic upkeep to prevent accumulations of soils and debris from hampering proper flows . CONVEYANCE SYSTEM The on-site tightline conveyance system will need to be inspected in accordance with the 1990 King County Drainage Manual (see attached ) to remove any trash, debris, or sediment buildup which could impede the free flow of surface water runoff through the system. This procedure should be accomplished by removing the grate from the catch basins and inspecting the structure for buildup of debris, or sediment . Cleaning should occur per the attached schedule for conveyance systems . BIO-FILTRATION The bio-filtration swale shall be inspected at least twice yearly for any of the conditions noted in the attached schedule, and maintained accordingly. Normal maintenance of the landscape materials, and grasses to keep there size and height within the limits set by the attached schedule . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - PONDS Maintenance Condhil ns When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash 6 Debris Any trash and debris which exceed 1 Trash and debris cleared from ii cubic foot per 1000 square feet (this Is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Any poisonous vegetation which may No danger of poisonous vegetation where Vegetation constitute a hoard to County personnel County personnel or the public might or the public. Examples of poisonous normally be. (Coordination with vegetation include: tansy ragwort, poison Seattle/King County Health Department) oak, stinging nettles, devils club. Pollution Oil, gasoline,or other contaminants of No contaminants present other than a one gallon or more or any amount found surface film. (Coordination with that could: 1) cause damage to plant. Seattle/King County Health Department) animal, or marine life; 2) constitute a fire hazard; or 3) be flushed downstream during rain storms. Unmowed Grass/ If facility is located in private residential When mowing is needed, grass/ground Ground Cover area, mowing is needed when grass cover should be mowed to 2 inches in exceeds 18 inches in height. In other height. areas, the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Rodent Holes Any evidence of rodent holes if facility is Rodents destroyed and dam or berm acting as a dam or berm, or any evidence repaired. (Coordination with Seattle/ of water piping through dam or berm via King County health Department) rodent holes. Insects When insects such as wasps and hornets Insects destroyed or removed from site. interfere with maintenance activities Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance access or interferes with maintenance activities. Selectively cultivate trees such activity (i.e., slope mowing, silt removal, as alders for firewood. vectoring or equipment movements). If trees are not interfering with access, leave trees alone. Side Slopes of Erosion Eroded damage over 2 inches deep Slopes should be stabilized by using Pond where cause of damage is still present or appropriate erosion control measure(s): where there is potential for continued e.g., rock reinforcement, planting of erosion grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond of the designed pond depth shape and depth, pond reseeded if necessary to control erosion. Pond Dikes Settlements Any part of dike which has settled 4 Dike should be built back to the design inches lower then the design elevation. elevation. Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards. Overflow/Spillway soil in area five square feet or larger, or any exposure of native soil. A-] 100 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 2 - INFILTRATION Maintenanoe Condltlone When Maintenance Resume Expected Component Detect Is Headed When Maintenance Is l erfonned General Trash & Debris See 'Ponds'Standard No. 1 See 'Ponds Standard No. 1 Poisonous Sea"Ponds* Standard No. 1 See 'Ponds Standard No. 1 Wgofation Pollution See'Ponds' Standard No. 1 See 'Ponds Standard No. 1 Unmowed Grass/ Sea'Ponds*Standard No. 1 See"Ponds Standard No. 1 Ground Cover Rodent Holes See'Ponds'Standard No. 1 See"Ponds Standard No. 1 Insects See "Ponds'Standard No. 1 See'Ponds Standard No. 1 Storage Area Sediment A percolation test pit or test of facility Sediment is removed and/or facility Is Indicates facility is only working at 90%of cleaned so that Infiltration system works Its designed capabilities. according to design. Sheet Cover Sheet cover is visible and has more than Sheet cover repaired or replaced. (If Applicable) three 1/44nch holes in ft. Sump Filled Wnh Any sediment and debris filling vault to Gean out sump to design depth. Sediment and 10%of depth from sump bottom to Debris (N bottom of outlet pipe or obstructing flow Applicable) Into the connector pipe. Filter Bags Filled with Sediment and debris fill bag more than Replace filter bag or redesign system. Sediment and 1/2 full. Debris Rock Filters Sediment and By visual inspection little or no water Replace gravel in rock filter. Debris flows through filter during heavy rain storms. A-2 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance A Performed Storage Area Plugged Ar Vents One-half of the cross section of a vent is Vents free of debris and sediment blocked at any point with debris and sediment. Debris and Accumulated sediment depth exceeds Al sediment and debris removed from Sediment 10%of the diameter of the storage area storage area. for 1/2 length of storage vault or any point depth exceeds 15%of diameter. Example: 724nch storage tank would require leaning when sediment reaches depth of 7 inches for more than 1/2 length of tank. Joints Between Any crack allowing material to be AI joints between tank/pipe sections are Tank/Pips Section transported into facility. sealed. Tank/Pipe Bent Any part of tank/pipe is bent out of shape Tank/pipe repaired or repiaced to design. Out of Shape more than 10%of its design shape. Manhole Cover not in Place Cover is missing or only partially in place. Manhole is dosed. Any open manhole requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Botts into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by Remove lid after applying 80 pounds of lift. Intent one maintenance person. is to keep cover from sealing off access to maintenance. Ladder Rungs King County Safety Office and/or Udder meets design standards and Unsafe maintenance person judges that ladder is allows maintenance persons safe access. unsafe due to missing rungs, misalignment, rust, or cracks. Catch Basins See"Catch Basins' Standard No. 5 See"Catch Basins' Standard No. 5 q-1 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Conditions VAw Maintenance Results Expected Component Defect is Needed When Maintenance to performed General Trash and Debris Distance between debris build-up and NI trash and debris removed. (includes bottom of orifice plate is loss than 1-1/2 Sediment) fast. Structural Damage Structure Is not securely attached to Structure severely attached to wall and manhole wall and outlet pipe structure outlet pipe. should support at least 1,000 pounds of up or down pressure. Structure Is not In upright position (allow Structure In correct position. up to 10%from plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight, watertight and show signs of rust. structure repaired or replaced and works as designed. Any holes—other than designed holes— Structure has no holes other than in the structure. designed holes. Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed. Missing missing. Gate cannot be moved up and down by Gate moves up and down easily and is one maintenance person. watertight. Chain leading to gate is missing or Chain is in place and works as designed. damaged. Gets is rusted over 50%of its surface Gate is repaired or replaced to meet area. design standards. Orifice Plate Damaged or Control device is not working properly Rate is in place and works as designed. Missing due to missing,out of place, or bent orifice plate. Obstructions Any trash, debris, sediment, or vegetat-on %ate is free of all obstructions and works blocking the plats. as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking) the overflow as designed. pipe. Manhole Sea 'Closed Detention Systems' Standard See 'Closed Detention Systems' Standard No. 3. No.3. Catch Basin Sea *Catch Basins'Standard No. 5. See'Catch Basins' Standard No.5. A-4 I/90 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS L' Maintenance Condttlons When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash 3 Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in (includes foot which Is located immediately In front front of catch basin opening. Sediment) of the catch basin opening or is blocking capacity of basin by more than 10%. Trash or debris On the basin)that No trash or debris in the catch basin. exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or blocking more than 1/3 of its height. debris. Dead animals or vegetation that could No dead animals or vegetation present generate odors that would cause within the catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract foot in volume. or support the breeding of Insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street (if Top Slab applicable), Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than 1/4 inch (intent is to make sure all material is running into the basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet, any evidence of soil panicles standards. entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 112 inch and longer No cracks more than 1/4 inch wide at the than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards, alignment. Fire Hazard Presence of chemicals such as natural No flammable chemicals present. gas, oil, and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 10%o1 the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tali and less than six inches apart. Pollution Nonflammable chemicals of more than No pollution present other than surface 112 cubic foot per three feet of basin film. length. A_5 1190 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • NO. 5 - CATCH BASINS (Continued) Maintenance Condttlons When Wlntsnsnoe ResuMs Expected Component Defaet M Needed When Maintenance Is Performed Catch Basin Cover Cover Not in Place Cover Is missing or only partially In place. Catch basin cover Is closed. Any open catch basin requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper fools. Mechanism Not maintenance person with proper tools. Working Bolts Into Items haw less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove Cover can be removed by one Remove lid after applying 80 Ibs. of lift, intent is maintenance parson. keep cover from sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment, rust, cracks, or sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards. (if applicable) Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20%of grate surface. Damaged or Grate r;ssing or broken member(s) of Grate is in place and meets design Missing the gate. standards. / l Afi 1/90