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Unit C-204 1900 48t' Street Renton, Washington 98056 30-Dec-03 Raymond van der Roest, P.E. City of Renton - Planning / Building / Public Works Utility Systems Division — Surface Water Renton City Hall — 5`h Floor 1055 South Grady Way Renton, Washington 98055 Subject: Drawings for Nautica by the Lake Condominiums (Renton 82 Apartments) Raymond, At your request, I am providing the following drawings related to Nautica by the Lake Condominiums. Please copy the drawings and return the originals to me. Drawings from Drawing Set Titled "Renton 82 Apartments" • 1 — Cover Sheet, Notes • 3 — Grading, Paving, Storm Drain (North Half of Property) • 4 — Water Plan (South Half of Property) • 5 — Water Plan (North Half of Property) • 7 — Water Plan (Water System Profiles) Drawings from Drawing Set Titled "K.L.U.A. Bldg" • 3 of 4 — Storm, S.S. & Grading Plan The drawings for both sets were prepared by David Evans and Associates. Drawing number 3 (Renton 82 Apartments) and drawing number 3 of 4 (K.L.U.A. Bldg) was provided to me by the City of Renton about 1'/2 years ago when I met with Ron Shaffer. I cannot locate the other drawings. I would appreciate copies of the other drawings (for both sets) if they are available. I hope this satisfies your information needs. If you need any additional information please let me know. Sincerely, Theodore A. Massart Board Member Home Owners Association Nautica by the Lake Condominiums CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: December 31, 2003 TO: File FROM: Raymond van der Roest SUBJECT: Nautica Condominiums Detention Pond Maintenance — Water Quality Complaint On Tuesday December 23, at 4pm, we received a call from the City of Newcastle notifying us about siltation of the stream by the residence at Lake Washington, 5121 Ripley Lane N. The resident at that address, Frank Lee, had first contacted the City of Newcastle. Upon notification of the problem, City of Renton staff members Paul Baker (Code Compliance Officer) and I, Raymond van der Roest (Surface Water Utility Engineer) left immediately to investigate the complaint. First we verified the extent and location of the siltation, and met with Mr. Lee at his residence. We also met Fritz Timm, a development engineer for the City of Newcastle, and Ted Massart, a representative for the Nautica Home Owners Association (HOA). We observed a silt plume extending at least 50 feet into Lake Washington. Next, Fritz Timm guided us to the reported source of the silt, which was the privately owned detention pond at the Nautica Condominiums at Lake Washington Blvd. N. It is more than likely that the pond was the source of the silt because the same type silt was in the pond, silt had been removed from the pond, and the detention system drains to the stream in question. The Nautica Complex was changed from apartments to condominiums about two years ago. Ted Massart told us that the new Nautica HOA has tried to maintain the pond as well as they could for the last 1-1/2 years. We found that the HOA inherited a problem with the pond, which the HOA gradually discovered. As part of the 1990 Nautica Apartments construction, a stream that existed at the pond's current location was rerouted around the pond in a 36" cmp that intercepted the stream and merged again downstream of the pond. During the last ten years the 36" cmp inlet had become gradually buried. This caused the stream to flow into the detention pond. Sediment transport by the stream overwhelmed the pond and thus the detention pond outlet became buried under 4 feet of sediment. The HOA took the pond over in that state of neglect. On December 23, 2003, they ordered the maintenance work by which an amount of silt accidentally escaped the system and washed downstream. At some time during the afternoon on December 23, Western States Environmental took the pond off-line by temporarily redirecting the drainage from the condominium complex to the 36" cmp. We observed a vector truck on -site that had collected silt from the pond. Since then the pond is in use again. December 31, 2003 Page 2 We told Ted Massart that sediment -laden discharge is not acceptable. We advised that the grate of the drain in the pond be raised, so that the pond has some sediment storage. I also told Ted Massart that I would give him further advice on the maintenance of the pond after studying the storm drain plans and we exchanged phone numbers. In the meantime, work on the pond was stopped. The next morning we observed that the stream near Frank Lee's residence was running clear again. Ted Massart and Western States Environmental are cooperating with us to prevent the reoccurrence of the problem. We recognize that the HOA is trying to correct a problem that was not their doing. We will provide the Nautica HOA with information on pond maintenance and Department Of Ecology Best Management Practices. We responded immediately to the complaint call, gave initial advice, and we will continue to provide advice with the stabilization of this pond. We are treating this as a private maintenance issue. Contact people: Frank Lee (253) 332-6676 Nautica HOA, Ted Massart (206) 963-2073 Western States Environmental, Dave Clark (206) 391-2825 City of Renton, Raymond van der Roest (425) 430-7392 City of Newcastle, Fritz Timm (425) 649-4444 HAFile Sys\SWA - Surface Water Section Administration\SWA 21- Drainage ComplaintsLake WA - Frank Lee\N auticaM E M O. doc\R V tp RENTON 8-.,2. APARTMENTS YY„N.at alY -,. N c •r Yr•w \ J M alNcng4 A.w• La •T aNel okiML t• 1t.M PDND secrlOM DDOY. pd.rzDDltDa YAI•Itl 1. 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IMPROVEMENTS 16 LEGAL DESCRIPTION: pp_ L OTf t AMD t OI aNG CDIMTTeT MT MUYtla ILNIY LLCOaDLO LNO[a IECOIDtNL MIIYala t2A , SAm YIOai RAT tKK1K0 N N IOLLO�L ALL MT /DlT10N d TaAGT] IY AND YI, Cd MalYAM lAY2 AAYINGTCN Td ADDt TOM >tATTU OIYDIOM MD. � I AU CCDIIDMG TO. TN!M MT . ALM Lb1lDLO N rpLDYI 11 W lIATA, rAGL tl, M RlIC COIMfr, rNMYICTpN, LYDIC LNTLILLY A A IJK CDYYLMCNC Ai M CpIYCN )OIIfIlalY l.011lilt 0 lAIO TIURS IY AMD Itl AND rROACTCD NpITNCtILT TOM CDYYDM NpLTML4Y ��,�V CoaN[! of w0 iaACT] IY AND lty 1OT2Ma THAT tOlTtUI Dr YAurzD aoAD Mo. n AplprilG Inge I— VAG11 K —AO TD SAC MO TY EY OrlUTW O/ /1� CY1 LAtI Z.f THAT —w TNLlLOr COMr M TO M M. *ALIMGTOM FM r AY VAn —AV No, i rr MD M—D Dea aecoaowe NLwtla deal). ♦ O T A OWNER: w° u r°• Ff1pF1C RE S1DEhrAL PROPERTIES. MJC . .• 2227 112th AVENUE Nc'C' BELLEVUE.WA 98004 (206)455. 2245 W— lolfq uj W w tr W 6 L) :y Jesse Tanner, Mayor May 13, 2002 Ms. L. J. Jobey Surcoh Residential Properties 10655 NE 4`h, #711 Bellevue, WA 98009 CITY OF RENTON Planning/Building/PublicWorks Department Gregg Zimmerman P.E., Administrator SUBJECT: DETENTION POND MAINTENANCE — NAUTICA BY THE LAKE CONDOMINUMS Dear Ms. Jobey, As requested, enclosed is the information concerning the maintenance of the storm water detention facility that serves the Nautica development. The subject detention pond (shown on the attached map) is considered a private storm water facility. As a private facility, the maintenance and operation of the pond is the responsibility of the property owners (or homeowners association). For your information, this pond provides flood protection and water quality benefits to our community. Proper maintenance of this facility will help ensure maximum protection to the downstream properties and provide benefits to the downstream aquatic environment. For adequate facility function, it is important to keep the area clear of obstructions, excess vegetation, and sediment. Periodic cleaning and maintenance is necessary. Please refer to the attached "Maintenance Requirements" checklist for more specific information on maintaining your pond facility. The City of Renton will periodically inspect the facility described above and inform you of any defects that need to be corrected. It is our desire to work with you to ensure the continued protection of the environment in our community. If you have any questions please call me at 425-430-7392, or Ron Shaffer, Wastewater/Surface Water Maintenance Services Supervisor at 425-430-7400. Sincerely, / la Mike Dotson, Engineering Specialist Surface Water Utility cc: John Thompson Ron Shaffer H:\DI VISION.S\UTILITIE.S\DOCS\2002\2002-294.doc/MDD\tb 1055 South Grady Way - Renton, Washington 98055 ® This paper contains 50 % recycled material, 30 % post consumer RENTON AHEAD OF THE CURVE. CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: December 29, 2003 TO: [Click here and type name] FROM: ame] SUBJECT: Nautica Condominiums Detention Pond.��„��u On Tuesday December 23, at 4pm, we received a call from the City of Newcastle notifying us about siltation of the stream by the residence at Lake Washington, 5121 Ripley Lane N. The resident at that address, Frank Lee, had first contacted the City of Newcastle. Upon notification of the problem Paul Baker"and I amond van der Roestt left immediately to investigate the complaint. ,f ft"h•� * �'�'of>Se,r 0k�.... FirstPaul verified the extent and location of the siltation, and met with Mr. Lee at his residence. fey also met Fritz Timm, a development engineer for the City of Newcastle, and Ted Massart, a representative for the Nautica Home Owners Association (HOA). 'they observed n a silt plume extending at least 50 feet into lake washington. Next, Fritz Timm guided thStn to the reported source of the silt, which was the privately owned detention pond a*lautica \� Condominiums at Lake Washington Blvd. N. It more than likely that the pond was the source of the silt because the same type silt was in the pont a large amount of silt had been removed from the pond, and the detention r'tflrains to the stream in uestion. ��o7_''-_ r..J �- f4 ✓ hci � A hid i .... The Nautica Complex was changed from apartments to condominiums about two years ago. Ted \ Massart told us that the new Nautica HOA has tried to maintain the pond as well as they could for b the last 1-1/2 years. We found that the HOA has inherited a problem with the pond, which the HOA adually discovered. en;� V{�l `� l7 G U I l CA.. 11 �1.. �yY� i, i•J 45 k J - c— 1 6 In 19907 a stream that existed at the pond's current loc ion was fe \feed to -bless the pond in a 36" cmp that intercepted the stream and merged again do nstream of the pond. During the last ten years the 36" cmp inlet had become gradually buried so that the o n ehannel diseharged into the detention pond. Th stream overwelmed the pond and thus the detention pond outlet became buried under 4 feet f sediment. The HOA took the pond over in that state of neglect. On December 23�t iey irdered the maintenance work by which a large amount of silt escaped the system and washe downstream. We observed a vector truck on -site that had collected silt from the pond. 5f— ( �..,. l ��` W W dS t�_ C, At some time during the afternoon on December 23, the Cont:r:a5ctorook the and off-line lay � temporarily redirecting the drainage from the condominium complex to the s pipey 4Zy Raymond van der Roest and Paul Baker told Ted Massart that sediment -laden discharge is not acceptable. They advised that the grate of the drain in the pond be raised, so that the pond has some sediment storage. Also Raymond told Ted Massart that he would give him further advice on the maintenance of the pond after he had a look at the storm drain plans and they exchanged phone numbers. In the mean time work on the pond was stopped. The next morning Raymond December 29, 2003 Page 2 van der Roest and Paul Baker observed that the stream near Frank Lee's residence was running clear again. Ted Massart and his contractor are cooperating with us to prevent the reoccurrence of the problem. We recognise that the HOA is trying to correct a problem that was not their doing. We responded immediately to the complaint call, gave initial advice, and we will continue to provide advice with � h the stab+'lization of this pond. We are treati g this as a private maintenance problem. W L W �.-o J��M �-�`-�- Inc. � �i 1'� F� -t'cc n � C.r.� � n r ✓i,./i �y� G.4UJ � is+ � Contact people: Gv Frank Lee (253) 332-6676 Nautica HOA, Ted Massart (206) 963-2073 Western States Environmental, Dave Clark (206) 391-2825 City of Renton, Raymond van der Roest (425) 430-7392 City of Newcastle, Fritz Timm (425) 649-4444 cc: [Click here and type name] �iSrir -C HAFile Sys\SWA - Surface Water Section Administration\SWA 2 1 - Drainage Complaints\Lake WA - Frank Lee\Naut icaM EMO.doc\rd T — --- - _ -- — - - Ronald Straka - You've got ERTS! (Nautica Apt complex pond? 538105) Page 1 From: "Musa, Donna K" <DMUS461@ECY.WA.GOV> To: ."rstraka@ci.renton wa.us"' <rstraka@ci.renton.wa.us>, 'Robert Arthur' <Rarthur@ci. renton.wa. us> Date: 12/24/03 4:30PM Subject: You've got ERTS! (Nautica Apt complex pond? 538105) Citizen is "not happy" with city's response on this one. Can you let us know what the status of the situation is? The incident number 538105 has been referred to you. Please follow up. Note: The initial report information is attached in Snapshot format. You need to have Snapshot Viewer to read the information. The Snapshot Viewer is a free software download from the Microsoft website. (Search Microsoft website using keyword: SNAPSHOT VIEWER.) It also comes with the Microsoft office CD. Thank you'. Happy Holidays... Donna Musa :-) WA Dept of Ecology NWRO Report Tracker phone: (425) 649-7229 fax: (425) 649-7098 email: <mailto:dmus461@ecy.wa.gov>dmus461@ecy.wa.gov CC: "Devitt, Ron" <RDEV461@ECY.WA.GOV> —�,Jo,cj Pt , , 3-,, � f" 1VK-t 00C -yV-C-J-s 1 --C. A- —t / C.o s'n / j'-ZA'a, �)4w ,iL rY►�,6t ✓5 -7 17yhlt yam'►^ i2ip'e'41 flowG- 4l Department of Ecology - Environmental Report Tracking System Initial Report Caller Information ERTS # 538105 First Middle Last Name FRANK LEE Business Name Address Other Address City, State, Zip WA E-mail Confidential External Ref # Phone Ext Type (253) 332-6676 Home What Happened Incident Date 12/23/2003 Received Date 12/24/2003 Time 8:50 Medium SURFACE WATER -FRESH Material MUD/SILT Quantity Unit Source OTHER Cause HUMAN FACTOR -NEGLIGENCE Activity CLEANING Impact WATER POLLUTION Vessel Name Type Additional Contact Information Name Phone Ext More Info External Reference # Where did it happen Business or Location: CALLER'S PROPERTY Address 5121 RIPLEY LANE N Other Address City, State, Zip RENTON WA County, Region KING NWRO WRIA # Report #: FS ID Waterway STREAM Type CREEK Latitude Longitude Topo Quad 1:24,000 RENTON Directions/Landmarks (mile post, cross roads, township/range) Primary Potentially Responsible Party First Middle Name Business Name NAUTICA APARTMENTS Address OFF 1-405 ON 44TH Other Address City RENTON Phone Ext Type E-mail Type Last CALLER REPORTS THAT THE LAGOON AT THE NAUTICA APARTMENT (OR CONDO?) COMPLEX IS BEING CLEANED OUT BY SOME ENVIRONMENTAL COMPANY. APARTMENT CONTACT IS TED MASSAR, CELL: 206-963-2073. IN THE PROCESS THEY ARE MUDDYING THE 2 CREEKS THAT RUN BETWEEN THERE AND LAKE WASHINGTON. CALLER HAS CONTACTED THE CITY OF RENTON. BOTH PAUL BAKER, CODE COMPLIANCE (425-430-7386, AND RAYMOND ROEST, WATER QUALITY ENGINEERING (425-430-7392). BUT HE FEELS THEY ARE NOT DOING ANYTHING, AND FURTHER MORE DON'T KNOW WHAT TO DO ABOUT THE SITUATION. HE HAS BEEN TOLD THAT THERE IS NOTHING THEY CAN DO. THIS MORNING, CALLER CONTACTED RAYMONT ROEST AGAIN, WHO SAID HE WOULD CHECK IT OUT TODAY. I TOLD CALLER THAT WE WOULD MOST LIKELY REFER IT BACK TO THE CITY, HE WAS OKAY WITH THAT, AND THOUGHT THAT MAYBE IF ECOLOGY BROUGHT IT TO THE CITY'S ATTENTION THAT SOMETHING WOULD BE DONE. CALLER IS UPSET THAT NO ONE HAS TOLD THE APARTMENT CONTACT PERSON THAT THEY CAN NOT ALLOW THE SILTY WATER FROM CLEANING THE POND TO ENTER SURFACE WATER / STREAM. Entry Person: MUSA, DONNA Entry Date: Zip 58165 12/24/2003 Wednesdaj,, December 24, 2003 """ The Initial report contains only information provided to Ecology from the Page I of 2 complainant. Initial Report Referred to: Department of Ecology - Environmental Report Tracking System ERTS # 538105 External Reference tP Referral # 66270 Referral Method Person Referred to RENTON PUB WKS, RONALD STRAKA Primary Phone (425) 430-7248 Fax (425) 430-7241 E-mail ERTS number E-mail rstraka@ci.renton.wa.us _0 E-mail attachment RENTON Program/Organization � Print Address 1055 S Grady Way Telephone City Renton WA 98055 Region/Location PUBLIC WORKS Referral Date 12124/2003 Wednesday, December 24, 2003 "`" The Initial report contains only information provided to Ecology from the page 2 qf2 complainant. Department of Ecology - Environmental Report Tracking System 2-1 Initial Report ERTS # 538105 Caller Information First Middle Last " Name FRANK LEE Business Name Address Other Address City, State, Zip WA E-mail Confidential External Ref. # Phone Ext Type (253) 332-6676 Home 1 What Happened Incident Date 12/23/2003 Received Date 12/24/2003 Time 8:50 Medium SURFACE WATER -FRESH Material MUD/SILT Quantity Unit Source OTHER Cause HUMAN FACTOR -NEGLIGENCE Activity CLEANING Impact WATER POLLUTION Vessel Name Type Additional Contact Information Name Phone Ext More Info External Reference # Where did it happen Report #. 58165 Business or Location: CALLERS PROPERTY Address 5121 RIPLEY LANE N Other Address City, State, Zip RENTON WA County, Region KING NWRO FS ID WRIA # Waterway STREAM Type CREEK Latitude Longitude Topo Quad 1:24,000 RENTON Directions/Landmarks (mile post, cross roads, township/range) Primary Potentially Responsible Party First Middle Last Name Business Name NAUTICA APARTMENTS Address OFF 1-405 ON 44TH Other Address City RENTON Zip Phone Ext Type E-mail Type CALLER REPORTS THAT THE LAGOON AT THE NAUTICA APARTMENT (OR CONDO?) COMPLEX IS BEING CLEANED OUT BY SOME ENVIRONMENTAL COMPANY. APARTMENT CONTACT IS TED MASSAR, CELL: 206-963-2073. IN THE PROCESS THEY ARE MUDDYING THE 2 CREEKS THAT RUN BETWEEN THERE AND LAKE WASHINGTON. CALLER HAS CONTACTED THE CITY OF RENTON, BOTH PAUL BAKER, CODE COMPLIANCE (425-430-7386, AND RAYMOND ROEST, WATER QUALITY ENGINEERING (425-430-7392). BUT HE FEELS THEY ARE NOT DOING ANYTHING, AND FURTHER MORE DON'T KNOW WHAT TO DO ABOUT THE SITUATION. HE HAS BEEN TOLD THAT THERE IS NOTHING THEY CAN DO. THIS MORNING, CALLER CONTACTED RAYMONT ROEST AGAIN, WHO SAID HE WOULD CHECK IT OUT TODAY. I TOLD CALLER THAT WE WOULD MOST LIKELY REFER IT BACK TO THE CITY. HE WAS OKAY WITH THAT, AND THOUGHT THAT MAYBE IF ECOLOGY BROUGHT IT TO THE CITY'S ATTENTION THAT SOMETHING WOULD BE DONE. CALLER IS UPSET THAT NO ONE HAS TOLD THE APARTMENT CONTACT PERSON THAT THEY CAN NOT ALLOW THE SILTY WATER FROM CLEANING THE POND TO ENTER SURFACE WATER / STREAM. Entry Person: MUSA, DONNA Entry Date: 12/24/2003 Wednesdaj,, December 24, 2003 •" The Initial report contains only information provided to Ecology from the Page I of 2 complainant. Department of Ecology - Environmental Report Tracking System Initial Report Referred to: —Referral Method E-mail ERTS number (o) E-mail attachment Print Telephone ERTS # 538105 Person Referred to RENTON PUB WKS, RONALD STRAKA Phone (425) 430-7248 Fax (425) 430-7241 E-mail rstraka@ci.renton.wa.us Program/Organization RENTON Address 1055 S Grady Way City Renton WA 98055 Region/Location PUBLIC WORKS Referral Date 12/24/2003 External Reference # Referral # 66270 Primary [] Wednesday, December 14, 1003 "'" The Initial report contains only information provided to Ecology from the Page 1 of complainant. Rentonnet City Clerk Card File Page 1 of 1 City Clerk, Caw! Ffh Record 1 of 1 Title: BOND, COVENTRY ASSOCIATES 92 Effective Date: Jan 1, 1992 Date Entered: May 15, 1992 by User: CC Date Modified: Jan 24, 1996 by User: CC5 Narrative: ■ 4124192 - Coventry Associates Limited Partnership - Bond BDS101134, Water system, storm sewer system, street lighting for the "Nautica Apartments" project, $9,296.00. ■ Expires: 4/20/ 93 Keywords: ■ BDS101134 ■ BOND 92 ■ COVENTRY APARTMENTS 92 ■ COVENTRY ASSOCIATES 92 ■ MAINTENANCE BOND 92 ■ NAUTICA APARTMENTS 92 ■ RENTON 82 APARTMENTS 92 Location: VAULT http://rentonnet.org/intranetICityClerklindex.cfm?fuseaction=showdetail&REC=1 &ID=48302 12/29/2003 i2/2412c�3 Uazg AN�1oK. Nav o.T .,mind 4 a r Of �...w T a Ao _ ✓i .�'�` S s � li Y. i+.by�7j , 32 r; p R .�`, �• � •?WSJ ry'�, 1.. �( ` M-, U -TR0 4 � 00 2+ SearchAction Page 1 of 1 File Code Title Narrative LND150126 NAUTICA BY THE NAUTICA BY THE LAKE CONDOMINIUMS. LAKE, A AF#20000307001058; MAJ#601120; CONDOMINIUM STR#292405-2; PARENT PID#334330-0840,- 0843. CONDO MYLAR ONLY - NO PAPER FILE. RETENTION INDEFINITE. Back for new Search NOTE: This is the Live data. Return to Rentonnet http://rentonnet.org/intranet/FileSys5/nonfuse/SearchAction.cfm 12/24/2003 TOPOF WALL zIIm0r7 D0160 waTEK eV i (ExignNG 69A176 Op ORrGrNAt VaOMM _ • SI:E 6�'UGTU(IQL p1,qu5 r Grr,P. N'f1YPE I FM WAIJ, DETAIL, .0N 7 SfICTIOR. i4--A No 5c IS GENERAL CONSTRUCTION NOTES 1. ALL WnRK MATERIAM SHALL BE IN MNFORMANCE WITH THE f irl of izvg id sm SEC 29, TWN 24 N., R 3 E. W.M. �Z! Swm \ a 9syiijC 777" saarrEV MAW "TAR «•� 71 -FF- 9 \ \\ \IQ \\. \ r. - T Y RO ER : CETA IL C@ • Z rYPE a1 54' i uic Y Am YI.IE.0 m Eber M On,w r E«el' Elbow -Restricts Rosur -BAFFLED OIL/WATER EPARA`TDR DETAIL CS • P - TYPE // 34- i AM Vw. ... \ "-9. 5+�4s.8iwia ..�L4-� l' -aw --`-'-"-- � ��[a'• 1D TY M` AS- $UlAT++ _ \ �„ T vavatmrrraa:»nerru;«saw o CITY OF REN TON o=r.r—_ Pu uc s K.L.i STORM. S.S. 6 GRADING PLAN _ rlm+ugrmu w r=isRrac L� eio-r ,a . v- • sdrkmE nanaixurinv .vo mr�ro x � sT.P •s = r uro, ."'o w.aww mz s/tNlr ..W,..r< ure I �•� �.a � mA �r Eifd/Lr9m m.aa roRctFacuw sruaw awues TION D77CH DETAIL ,[ f1M L �••va'�.•*-r.s^5 m .l ; wvwov.. ��um •t. Bf0-FILTRANfi.TN 18;3-f : ar I�r OF/ZN1/ON POND � - d u 7. ce �e fsr TrRc ) VATM .saga ry JI[EL. JJOJ: JR( M t0'✓A.I. JACJ roar) •csvt CMIFJC wA !�:r.J•- -- F/LTfq FABQ/C FEht:'E wi r. a F� rnr TESCP BERM S FILT MMMMOiL w MaM�®w ©aM�Mm =aM�Mw / /Y4Mr A'M [A' I.YINAVJI[M' IOW /Nl. N�JI /M 1JAMY/ IA1V 1.VN SE l2ND ST sr NE 501N 5T Site. ,�N «; 5G l6TH ST VICINITY MAP N05fhLE PLOV06E'D` �^ 'f l0 - RbGKaOE l j Tor 24 mre- b1,0 65 - 'EXlGTlN6 6A+4P6 OP O,eprA/Ar. 0E416N EkrcTrN6 6C1060' 09161NAL OE8r6N L.6.^TYPEI GR r 69.0 POMP SECTION 6-6 NO SCALE INDEX: DESCRIPTION SHEET COVER SHEET, NOTES 1 GRADING, PAVING, STORM DRAIN 2,3 WATER PLAN 4,5,6,7 SANITARY SEWER PLAN 8,9,10 EROSION CONTROL PLAN 11,12 NE 48TH ST. IMPROVEMENTS 13 NE 48TH ST. LIGHTING PLANS 14,15 LK WASHINGTON BLVD. IMPROVEMENTS 16 LEGAL DE5CKIPTION: _ LOTS I AND 2 OF KING COUNTY SHORT PLAT NUMBER 182082 RECORDED UNDER RECORDING NUMBER 8303030409, SAID SHORT PLAT DESCRIBED AS FOLLOWS: ALL THAT PORTION OF TRACTS 168 AND 181, C.D. HILLMAN'S LAKE WASHINGTON GARDEN OF EDEN ADDITION TO THE SEATTLE DIVISION NO. 3, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 81, IN KING COUNTY, WASHINGTON, LYING EASTERLY OF A LINE COMMENCING AT THE COMMON SOUTHERLY CORNER OF SAID TRACTS 163 AND 18l AND PROJECTED NORTHERLY TO THE COMMON NORTHERLY CORNER OF SAID TRACTS 168 AND 181; TOGETHER WITH THAT PORTION OF VACATED ROAD NO. 34 ADJOINING WHICH UPON VACATION, ATTACHED TO SAID PROPERTY BY OPERATION OF LAW; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY NO. 2 BY DEED RECORDED UNDER RECORDING NUMBER 4194023. tt �' T . = - DRAINAGE CALCS �D) ( �- �- A RENTON 82 APARTMENTS " THe- CoJC--WrR`( n RENTON, WASHINGTON 024602 -� ON (Fr\/ 4-11q I ) DAVID EVANS ANDASSOCIAns, M ENGINEERS, SLR\TYORS, PLANNERS. Lk\'DSCa►PE ARCtInic- J OFFICES I\ OREGO\, WASHINGTO\ .A\'D CALIFOR\LA i01 116TH A\'E.\lR S.E., SITIT 1-0 BELLBIT, WA.SHINGTON 98004.6-1" (200) 4 ii-ii'1 F.A.\ (200) 4ii-3061 JN. A>�icoZ% DWll) EVANS AND A.CS(X;fA'I"Iiti, INC. BY W kq+ CLIENT RBI TOtYM�P'1-S • SHEET 1- OF _ SHEETS JOB DESCRIPTION yF-L�INP�7 CA- L-r— 6:1 DATE C<-rr icl r I 9 i �E'N AFJc "� %Cam-D4. I ! 7 J{.?_%r . C-L1S T l P LojA s1-4 GTE J 4-✓J? . --- I t4,25 - - - - CJhll - _ Io S A, f �A_ - 0--T-M 4 T' _uAIT I } --------- --�- = �---r •-- ��--- �.Rs� - _;��!>�� � _ , Del- - �- t— D. 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G - 0.40 C iF D&pslrr is INI FUTU2ff_, IT tuILL I-fk ON-�,Ttr-- DCT16J710r,J 1s OWSba4.6-T,J& b-S IS. T(, 1 5 FPS 215 ti Q= �.3 l 100 '14 �25 o. 40 (i-3s)Cs4� - Zq-2 CF 69100 04- 1 cfs 9640 1a &`/PASS FD a-T7 0&1 of s 17& R-/.p P6i r-D , 2�4 `i� Mla Lp 06 czowte— ✓= 10.15 % pbrJD PyPA55 � ►�= p, d,2 S � 2. 14 % Q = 35.E GFS raL = — VriIL = 11,4 FPs 15 "/, Q �,�.� = &0. 8 3/20/90 David Evans & Associates, Inc. - Bellevue page 1 RENTON 82 APTS.-THE COVENTRY SC:S Unit Hydr ogr aph Method 5YR RELEASE/25YR STORAGE 3/20/90 BASIN SUMMARY BASIN ID: EX2 NAME: EXIST-2YR STORM SBUH METHODOLOGY TOTAL AREA.......: 4.25 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERVIOUS AREA PRECIPITATION .... . 2.00 inches AREA... 4.25 Acres TIME INTERVAL....: 10.00 min CN....: 80.00 TIME OF CONC.....: 34.41 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres C:N.... . 98.00 TcReach -- Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s:0. 1200 TcReach - Shallow L: 170.00 ks:4.00 s:0.0823 PEAK. RATE: 0.22 cfs VOL: 0.20 Ac - f t TIME: 490 m i n BASIN ID: EX5 SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC'..... : ABSTRACTION COEFF: TcReach - Sheet TcReach - Shallow PEAK. RATE: 0.47 BASIN ID: FU100 SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: EXIST-5 YR STORM 4.25 Acres BASEFLOWS: 0.00 c f s TYPEW PERVIOUS AREA 2.55 inches AREA... 4.25 Acres 10.00 min CN....: 80.00 34.41 min IMPERVIOUS AREA 0.20 AREA..: 0.00 Acres C:N ..... 98. 00 L: 300.00 ns: 0. 4000 p2yr : 2.00 s: 0. 1200 L: 170.00 k s : 4. 00 s : 0. 0823 cfs VOL: 0.33 Ac-ft TIME: 490 min NAME: DEVELOPED SITE-1 00YR STORM 4.25 Acres TYPEIA 3.95 inches 10.00 min 8.00 min 0. 20 PEAK RATE: 2.68 cfs VOL: 1.03 BASEFLOWS: 0.00 i cfs PERVIOUS AREA AREA..: 1.97 Acres CN..... 80.00 IMPERVIOUS AREA AREA..: 2.28 Acres CN..... 98.00 Ac-ft TIME: 480 min 3/20/90 David Evans & Associates, Inc. - Bellevue page 2 RENTON 82 APTS.-THE COVENTRY SCS Unit Hydrograph Method 5YR RELEASE/25YR STORAGE 3/20/90 BASIN SUMMARY BASIN ID: FUT2 NAME: DEVELOPED-2YR STORM SBUH METHODOLOGY TOTAL AREA ........ 4.25 Acres BASEF LUWS : Q . UQ c t s RAINFALL TYPE....: TYPEIA PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 1.97 Acres TIME INTERVAL....: 10.00 min CN....: 80.00 TIME OF CONC.....: 8.00 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 2.28 Acres C:N ..... 98. 00 PEAT: RATE: 1.07 c f s VOL: 0.43 Ac - f t TIME: 480 m i n BASIN ID: FUT25 SBUH METHODOLOGY TOTAL. AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: DEVELOPED SITE-25YR STORM 4.25 Acres BASEFLOWS : 0.00 c f s TYPEIA PERVIOUS AREA 3.40 inches AREA..: 1.97 Acres 10.00 min CN ....: 80. 00 8.00 min IMPERVIOUS AREA 0.20 AREA... 2.28 Acres CN..... 98.00 PEAK RATE: 2.20 cfs VOL: 0.86 Ac-ft TIME: 480 min BASIN ID: FUT5 SBUH METHODOLOGY TOTAL_ AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF C:ONC ..... : ABSTRACTION CDEFF: NAME: DEVELOPED-5YR STORM 4.25 Acres BASEFLOWS : 0.00 c f s TYPEIA PERVIOUS AREA 2.55 inches AREA... 1.97 Acres 10.00 min CN ....: 80. 00 8 . i >o min IMPERVIOUS AREA 0.20 AREA... 2.28 Acres PEAT; RATE: 1.50 f s VOL: CN..... 9B.00 0.59 Ac-ft TIME: 480 min 3/20/90 David Evans & Associates, Inc. - Bellevue page 3 RENTON 82 APTS.-THE C:OVENTRY SC:S Unit Hydrograph Method 5YR RELEASE/25YR STORAGE 3/20/90 DETAIL BASIN SUMMARY BASIN ID: EX2 NAME: EXIST-2-'YR STORM SBUH METHODOLO13Y 1 U f AL WEA....... : 4. 25 Ac r es BASEFLOWS: C). C)C) '_ f s RAINFALL TYPE....: TYPEIA PERVIOUS AREA PREC:IPITAT ION. ...: 2.0C) inches AREA..: 4.25 Acres TIME INTERVAL....: 1C).C>�> min 1-:N....: 8O.00 TIME OF CONC.....: 34.41 min IMPERVIOUS AREA ABSTF'Ai==T I ON COEFF : i ) . Vic_) AREA. . : C ) . C)C) A-_ r es CN..... 98.00 TcReach - Sheet L: 3O0. C)C) ns: O. 4Ocici p22yr : 2.00 s: C). 1200 TcReach - Shallow L: 170.00 ks: 4. O0 s: C). C)8-'7-3 F'EAf:' RATE: C).22 cfs VOL: C).2C) Ar- --ft TIME: 49C) min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (sin) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (sin) (Cfs) (min) (cfs) 10 350 690 0.1572 1030 0.1061 1370 0.1087 1710 20 360 700 0. 154 5. 1040 0.1142 1380 0.1074 1720 30 370 710 0.1527 1050 0.1203 1390 0.1060 1730 40 380 720 0.1517 1060 0.1251 1400 0.1055 1740 50 390 730 0.1517 1070 0.1288 1410 0.1051 1750 60 400 0.0002 740 0.1517 1080 0.1317 1420 0.1045 1760 70 410 0.0015 750 0.1521 1090 0.1312 1430 0.1045 1770 80 420 0.0041 760 0.1531 1100 0.1277 1440 0.1046 1780 90 430 0.0119 770 0.1540 1110 0.1252 1450 0.0911 1790 100 440 0.0267 780 0.1549 1120 0.1347 1460 0.0680 1800 110 450 0.0450 790 0.1511 1130 0.1307 1470 0.0508 1B10 120 460 0.0812 800 0.1434 1140 0.1168 1480 0.0379 1820 130 470 0.1368 810 0.137E 1150 0.1179 1490 0.0283 1830 140 480 0.1971 820 0.1338 1160 0.1184 1500 0.0211 1840 150 490 0.2240 930 0.1310 1170 0.1189 1510 0.0157 1850 160 500 0.2184 840 0.1292 1180 0.1198 1520 0.0118 1860 170 510 0.2172 850 0.1305 1190 0.1201 1530 0.00B8 1870 180 520 0.2157 860 0.1346 1200 0.1205 1540 0.0065 1880 190 530 0.2139 870 0.1379 1210 0.1213 1550 0.0049 1890 200 540 0.2147 880 0.1403 1220 0.1216 1560 0.0036 1900 210 550 0.2081 890 0.1427 1230 0.1219 1570 0.0027 1910 220 560 0.1955 900 0.1447 1240 0.1226 1580 0.0020 1920 230 570 0.1869 910 0.1461 1250 0.1228 1590 0.0015 1930 240 580 0.1817 920 0.1478 1260 0.1231 1600 0.0011 1940 250 590 0.1785 930 0.1493 1270 0.1238 1610 0.0008 1950 260 600 0.1770 940 0.1503 1280 0.1240 1620 0.0006 1960 270 610 0.1748 950 0.1516 1290 0.1243 1630 0.0005 1970 280 620 0.1719 960 0.1528 1300 0.1250 1640 0.0004 1980 290 630 0.1704 970 0.1451 1310 0.1252 1650 0.0003 1990 300 640 0.1698 980 0.1312 1320 0.1255 1660 0.0002 2000 310 650 0.1703 990 0.1209 1330 0.1227 1670 0.0001 2010 320 660 0.1713 1000 0.1130 1340 0.1175 1680 0.0001 2020 330 670 0.1681 1010 0.1075 1350 0.1138 1690 2030 340 680 0.1616 1020 0.1035 1360 0.1106 1700 2040 3/20/90 David Evans & Associates, Inc. - Bellevue page 4 RENTON 82 APTS.-THE COVENTRY SC:S Unit Hydr -=-gr aph Meth. --id 5YR RELEASE /'25YR STORAGE 3/20/9() DETAIL BASIN SUMMARY BASIN ID: EX5 SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF C.ONC:..... : ABSTRACTION COEFF: NAME: EXIST-5 YR STORM 4. 25 A,-- r es BASEFLOWS : ) . 00 r f s TYPEIA PERVIOUS AREA -'.55 inches AREA... 4.25 Acres 10.00 min CN.... : 8O, OO 34.41 min IMPERVIOUS AREA AREA..: (), ()() Acres T,_F'ea,_h - Sheet L: 300.00 TcReach - Shallow L: 17(). ()() PEA[ RATE: 0.47 c fs VOL: C:N..... 98.00 ns: O. 4O0C) p-yr : '..'-CC) s: (�, k:s: 4. OC) s: O. 0823 0.33 A,=-ft TIME: 49min TIME DESIGN TIME DESIGN TIME DESIGN TIME [DESIGN TIME DESIGN TIME DESI6N RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cis) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 350 0.0017 690 0.2545 1030 0.1606 1370 0.1598 1710 20 360 0.0059 700 0.2493 1040 0.1725 1380 0.1577 1720 30 370 0.0118 710 0.2455 1050 0.1816 1390 0.1556 1730 40 380 0.0186 720 0.2431 1060 0.1886 1400 0.1547 1740 50 390 0.0262 730 0.2422 1070 0.1940 1410 0.1541 1750 60 400 0.0344 740 0.2416 1080 0.1982 1420 0.1532 1760 70 410 0.0429 750 0.2415 1090 0.1972 1430 0.1531 1770 80 420 0.0516 760 0.2424 1100 0.1918 1440 0.1531 1780 90 430 0.0753 770 0.2431 1110 0.1879 1450 0.1334 1790 100 440 0.1143 780 0.2440 1120 0.2019 1460 0.0995 1800 110 450 0.1533 790 0.2375 1130 0.1957 1470 0.0743 1810 120 460 0.2254 800 0.2248 1140 0.1748 1480 0.0554 1820 130 470 0.3300 810 0.2156 1150 0.1763 1490 0.0414 1830 140 480 0.4325 820 0.2090 1160 0.1769 1500 0.0309 1840 150 490 0.4675 930 0.2043 1170 0.1775 1510 0.0230 1850 160 500 0.4422 840 0.2010 1180 0.1786 1520 0.0172 1860 170 510 0.4271 B50 0.2027 1190 0.1789 1530 0.0128 1870 180 520 0.4135 860 0.2086 1200 0.1794 1540 0.0096 1880 190 530 0.4009 870 0.2134 1210 0.IB03 1550 0.0071 1890 200 540 0.3942 880 0.2167 1220 0.1806 1560 0.0053 1900 210 550 0.3760 890 0.2200 1230 0.1809 1570 0.0040 1910 220 560 0.3487 900 0.2227 1240 0.ISIS 1580 0.0030 1920 230 570 0.3294 910 0.2246 1250 0.1821 1590 0.0022 1930 240 580 0.3166 920 0.2267 1260 0.1824 1600 0,0017 1940 250 590 0.3077 930 0.2286 1270 0.1832 1610 0.0012 1950 260 600 0.3022 940 0.2298 1280 0.1834 1620 0.0009 1960 270 610 0.2959 950 0.2315 1290 0.1837 1630 0.0007 1970 280 620 0.2888 960 0.2330 1300 0.1846 1640 0.0005 1980 290 630 0.2844 970 0.2209 1310 0.1948 1650 0.0004 1990 300 640 0.2816 980 0.1996 1320 0.1850 1660 0.0003 2000 310 650 0.2807 990 0.1838 1330 0.IB07 1670 0.0002 2010 320 660 0.2808 1000 0.1716 1340 0.1731 1680 0.0002 2020 330 670 0.2743 1010 0.1630 1350 0.1674 1690 0.0001 2030 340 0.0001 680 0.2627 1020 0.1568 1360 0.1627 1700 2040 3/20/90 David Evans & Associates, Inc. - Bellevue page 5 RENTON 82 APTS.-THE COVENTRY SC:S Unit Hydr ogr aph Method 5YR RELEASE/25YR STORAGE 3/20/90 DETAIL BASIN SUMMARY BASIN ID: FU1C)C) SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF C:DNC....:: ABSTRAC T I ON C,OEFF : NAME: DEVELOPED SITE-1(.-)C)YF' STORM 4.25 Acres TYPE IA 3.95 inches 10.00 min E3. C)C) min c_► , y C) PEA[.-:' RATE: fs VOL: 1 . �):D BASEFL.OWS: C). C)C) c fs PERVIOUS AREA AREA..: 1.97 Acres C:N..... 80.00 IMPERVIOUS AREA �.8 Acres AREA... C.N..... 98.00 Ac-ft TIME: 48C) min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (sin) (cfs) (min) (cfs) (sin) (cfs) (min) (cfs) (min) (cfs) (min) (cis) 10 350 0.6082 690 0.5829 1030 0.3601 1370 0.3102 1710 20 360 0.6211 700 0.5837 1040 0.4327 1380 0.3108 1720 30 370 0.6132 710 0.5B14 1050 0.4497 1390 0.3075 1730 40 0.0034 380 0.5995 720 0.5817 1060 0.4540 1400 0.3104 1740 50 0.0154 390 0.6007 730 0.5860 1070 0.4553 1410 0.3112 1750 60 0.0321 400 0.6076 740 0.5844 1080 0.4559 1420 0.3079 1760 70 0.0607 410 0.6181 750 0.5848 1090 0.4282 1430 0.3108 1770 80 0.0957 420 0.6240 760 0.5891 1100 0.3904 1440 0.3116 1780 90 0.1212 430 0.9239 770 0.5875 1110 0.3819 1450 0.1901 1790 100 0.1411 440 1.3038 780 0.5878 1120 0.4893 1460 0.0439 1800 110 0.1572 450 1.4154 790 0.5341 1130 0.4051 1470 0.0101 IB10 120 0.1705 460 1.8999 800 0.4643 1140 0.2802 1480 0.0023 1820 130 0.1936 470 2.4873 810 0.4496 1150 0.3608 1490 0.0005 1830 140 0.2203 480 2.6764 820 0.4454 H 60 0.3760 1500 0.0001 1840 150 0.2341 490 2.1442 830 0.4450 1170 0.3797 1510 1850 160 0.2422 500 1.4244 840 0.4453 1180 0.3943 1520 1860 170 0.2512 510 1.265E 850 0.4733 1190 0.3820 1530 1870 180 0.2580 520 1.1826 860 0.5111 1200 0.3817 1540 1880 190 0.2619 530 1.1189 B70 0.5203 1210 0.3853 1550 1890 200 0.2681 540 1.1094 880 0.5195 1220 0.3828 1560 1900 210 0.2726 550 0.9769 890 0.5233 1230 0.3B24 1570 1910 220 0.2746 560 0.8146 900 0.5246 1240 0.3860 1580 1920 230 0.2793 570 0.7794 910 0.5220 1250 0.3835 1590 1930 240 0.2825 580 0.1766 920 0.5253 1260 0.3831 1600 1940 250 0.3004 590 0.7749 930 0.5265 1270 0.3867 1610 1950 260 0.3229 600 0.7765 940 0.5238 1280 0.3842 1620 1960 270 0.3339 610 0.7526 950 0.5271 1290 0.3838 1630 1970 280 0.3450 620 0.7226 960 0.5284 1300 0.3874 1640 1980 290 0.3518 630 0.7172 970 0.4385 1310 0.3848 1650 1990 300 0.3594 640 0.7142 980 0.3345 1320 0.3844 1660 2000 310 0.4411 650 0.7184 990 0.3106 1330 0.3559 1670 2010 320 0.5407 660 0.7208 1000 0.3018 1340 0.3210 1680 2020 330 0.5751 670 0.6660 1010 0.3034 1350 0.3130 1690 2030 340 0.5938 680 0.5978 1020 0.3039 1360 0.3077 1700 2040 3/20/90 David Evans & Associates, Inc. - Bellevue page 6 RENTON 82 APTS.-THE C:OVENTRY SC Unit Hydre-graph Methcld 5YR RELEASE/25YR STORAGE 3/20/90 BASIN ID: FUT2 SBUH METHODOLO)aY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: AL-(STRACTION --:OEFF: DETAIL BASIN SUMMARY NAME: DEVELOPE D-�YF, STORM 4.-"5 Acres TYPE 1A 2.00 inches IC). C) C) m in 8. C)O min PEF:: RATE: 1 . (')7 fs VOL: C). 4, BASEFLOWS : C ) . c )C ) r f s PERVIOUS AREA AREA..: 1.97 Acres CN..... 8(--). 00 IMPERVIOUS AREA AREA.8 Acres CN..... 98.0(-) A,=-ft TIME: 48C) min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (ain) -------------------------------------------------------------------------------------------------------- (cf5) (min) (cfs) (min) (cis) (min) (cfs) (tin) (cfs) (min) (Cfs) -------------------------------------------------------------------------------------------------------- 10 350 0.2386 690 0.2484 1030 0.1584 1370 0.1390 1710 20 360 0.2413 700 0.2491 1040 0.1905 1380 0.1394 1720 30 370 0.2360 710 0.2484 1050 0.1981 1390 0.1379 1730 40 380 0.2286 720 0.2489 1060 0.2001 1400 0.1393 1740 50 390 0.2272 730 0.2510 1070 0.2008 1410 0.1397 1750 60 400 0.2283 740 0.2507 1080 0.2012 1420 0.1383 1760 70 0.0021 410 0.2320 750 0.2512 1090 0.291 1430 0.1396 1770 80 0.0092 420 0.2351 760 0.2533 1100 0.1726 1440 0.1400 1780 90 0.0194 430 0.3510 770 0.2529 1110 0.1689 1450 0.0854 1790 100 0.0292 440 0.4991 780 0.2534 1120 0.2166 1460 0.0197 1800 110 0.0380 450 0.5467 790 0.2304 1130 0.1794 1470 0.0045 1810 120 0.0459 460 0.7427 800 0.2005 1140 0.1242 1480 0.0010 1820 130 0.0566 470 0.9832 810 0.1939 1150 0.1599 1490 0.0002 1830 140 0.0697 480 1.0703 820 0.1927 1160 0.1668 1500 1840 150 0.0769 490 0.9644 830 0.1927 1170 0.1685 1510 1850 160 0.0831 500 0.5783 840 0.1930 1180 0.1706 1520 1860 170 0.0894 510 0.5170 850 0.2053 1190 0.1697 1530 1870 180 0.0947 520 0.4852 860 0.2219 1200 0.1697 1540 1880 190 0.0987 530 0.4609 870 0.2261 1210 0.1714 1550 1890 200 0.1034 540 0.4587 880 0.2260 1220 0.1703 1560 1900 210 0.1073 550 0.4051 890 0.2279 1230 0.1702 1570 1910 220 0.1100 560 0.3387 900 0.2287 1240 0.1720 1580 1920 230 0.1137 570 0.3249 910 0.2277 1250 0.1709 1590 1930 240 0.1166 580 0.3245 920 0.2294 1260 0.1708 1600 1940 250 0.1257 590 0.3244 930 0.2301 1270 0.1725 1610 1950 260 0.1362 600 0.3258 940 0.2291 1280 0.1715 1620 1960 270 0.1407 610 0.3164 950 0.2306 1290 0.1714 1630 1970 280 0.1445 620 0.3044 960 0.2315 1300 0.1731 1640 1980 290 0.1462 630 0.3027 970 0.1923 1310 0.1720 1650 1990 300 0.1482 640 0.3020 980 0.1468 1320 0.1719 1660 2000 310 0.1802 650 0.3043 990 0.1364 1330 0.1593 1670 2010 320 0.2188 660 0.3058 1000 0.1326 1340 0.1437 1680 2020 330 0.2304 670 0.2830 1010 0.1333 1350 0.1402 1690 2030 340 0.2354 680 0.2544 1020 0.1336 1360 0.1379 1700 2040 3/20/90 David Evans & Associates, Inc. - Bellevue page 7 RENTON 82 APTS.-THE )=OVENTRY Si=S Unit Hydrograph Method YR RELEASE/25YR. STORAGE 3 /20/'3E) DETAIL BASIN SUMMARY BASIN ID: FUT5 SBUH METHODOLOGY TOTAL_ AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF C:ONC..... : ABSTRAF-:TION C:OEFF: NAME: DEVELOPED SITE-'SYF' STORM 4. 12'S Acres TYPE IA 3.4�) inches 10f) min 8.00 min PEAF:. FATE: C>c f s VOL: 0.86 BASEFLOWS: i,, t_,U C TS PERVIOUS AREA AREA..: 1.97 Acres CN..... 8C.). i)i) IMPERVIOUS AREA AREA... �. �8 Acres CN ..... '38. i )i ) Ac -ft TIME: 48C) min TIME DESIGW TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (u n) (cfs) (min) (cfS) (min) (cfs) 10 350 0.4903 690 0.4866 1030 0.3026 1370 0.2616 1710 20 360 0.5015 700 0.4874 1040 0.3636 1380 0.2622 1720 30 370 0.4959 710 0.4656 1050 0.3780 1390 0.2594 1730 40 0.0005 380 0.4855 720 0.4860 1060 0.3816 1400 0.2619 1740 50 0.0063 390 0.4871 730 0.4897 1070 0.3828 1410 0.2625 1750 60 0.0179 400 0.4933 740 0.4885 1080 0.3833 1420 0.2598 1760 70 0.0397 410 0.5024 750 0.4890 1090 0.3601 1430 0.2623 1770 80 0.0671 420 0.5078 760 0.4927 1100 0.3284 1440 0.2629 1780 90 0.0887 430 0.7530 770 0.4915 1110 0.3212 1450 0.1604 1790 100 0.1062 440 1.0643 780 0.4919 1120 0.4116 1460 0.0370 I800 110 0.1207 450 1.1574 790 0.4470 1130 0.3409 1470 0.0085 1910 120 0.1329 460 1.5574 800 0.3887 1140 0.2358 1480 0.0020 1820 130 0.1528 470 2.0436 810 0.3756 1150 0.3036 1490 0.0005 1830 140 0.1756 480 2.2043 820 0.3730 1160 0.3165 1500 0.0001 1840 150 0.1882 490 1.7690 830 0.3727 1170 0.3196 1510 1850 160 0.1960 500 1.1769 840 0.3731 1180 0.3235 1520 1860 170 0.2045 510 1.0473 850 0.3965 1190 0.3216 1530 1870 '20 0.2111 520 0.9793 860 0.4283 1200 0.3214 1540 1890 190 0.2153 530 0.9274 870 0.4361 1210 0.3245 1550 1990 200 0.2212 540 0.9202 880 0.4355 1220 0.3224 1560 1900 210 0.2257 550 0.8108 B90 0.4388 1230 0.3221 1570 1910 220 0.2280 560 0.6765 900 0.4400 1240 0.3252 1580 1920 230 0.2325 570 0.6476 910 0.4379 1250 0.3231 1590 1930 240 0.2358 580 0.6457 920 0.4407 1260 0.3228 1600 1940 250 0.2512 590 0.6445 930 0.4419 1270 0.3259 1610 1950 260 0.2695 600 0.6462 940 0.4397 1280 0.3237 1620 1960 270 0.2758 610 0.6265 950 0.4425 1290 0.3234 1630 1970 280 0.2807 620 0.6018 960 0.4436 1300 0.3265 1640 1980 290 0.2B27 630 0.5975 970 0.3683 1310 0.3244 1650 1990 300 0.2873 640 0.5953 980 0.2809 1320 0.3241 1660 2000 310 0.3528 650 0.5989 990 0.2609 1330 0.3001 1670 2010 320 0.4333 660 0.6012 1000 0.2535 1340 0.2707 1680 2020 330 0.4618 670 0.5557 1010 0.2549 1350 0.2640 1630 2030 340 0.4778 680 0.4989 1020 0.2553 1360 0.2595 1700 2040 3/20/90 David Evans & Associates, Inc. - Bellevue page 8 RENTON 82 APTS.-THE COVENTRY SCS Unit Hydrograph Method 5YR RELEASE/25YR STORAGE 3/20/90 HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres 1 0.224 490 8678 c f 4.25 2 0. 467 490 14249 c f 4.25 Z y� F—u-r.--,. 3 1.070 170 480 18708 c f 4.25 5 y9 FU? -- 4 1.501 480 25810 c f 4.25 25 0 FjT--S 2.204 480 37347 c f 4.25 100 19 PUT— 6 2.676 480 45054 c f 4.25 2 t,,. / 2 fU T --+7 0.224 800 18723 c f 4.25 5 ty / 25 FuT'- 8 0. 467 800 37352 c f 4.25 y 0.521 790 45074 cf 4.25 1 10o Or AW"o OWFUN4 WOR MIA 3/20/90 David Evans & Associates, Inc. - Bellevue page 9 RENTON 82 APTS.-THE COVENTRY SCS Unit Hydr � Mgr aph Method 5YR RELEASE/25YR STORAGE 3/20/90 DETAIL HYDROGRAPH SUMMARY 2 -rZ ey I Oil yl q HYDPOGRAPH No. 1 Peak: runoff: 6.57 c fs Total Vol: 0.20 ac-ft TIME DESIGN TIME DESIGN 11ME utslo iint utsien iint VESi6N RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (Bin) --------------------------------------------------------------------------------------- (cfs) (sin) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) --------------------------------------------------------------------------------------- 10 410 0.0015 810 0.1378 1210 0.1213 1610 0.0008 20 420 0.0041 820 0.1338 1220 0.1216 1620 0.0006 30 430 0.0119 830 0.1310 1230 0.1219 1630 0.0005 40 440 0.0267 840 0.1292 1240 0.1226 1640 0.0004 50 450 0.0450 850 0.1305 1250 0.1228 1650 0.0003 60 460 0.0812 860 0.1346 1260 0.1231 1660 0.0002 70 470 0.1368 870 0.1379 1270 0.1238 1670 0.0001 80 4BO 0.1971 B80 0.1403 1280 0.1240 1680 0.0001 90 490 0.2240 890 0.1427 1290 0.1243 1690 100 500 0.2184 900 0.1447 1300 0.1250 1700 110 510 0.2172 910 0.1461 1310 0.1252 1710 120 520 0.2157 920 0.1478 1320 0.1255 1720 130 530 0.2139 930 0.1493 1330 0.1227 1730 140 540 0.2147 940 0.1503 1340 0.1175 1740 150 550 0.2081 950 0.1516 1350 0.1138 1750 160 560 0.1955 960 0.1528 1360 0.1106 1760 170 570 0.1869 970 0.1451 1370 0.1087 1770 180 580 0.1817 980 0.1312 1380 0.1074 1780 190 590 0.1785 990 0.1209 1390 0.1060 1790 200 600 0A 770 1000 0.1130 1400 0.1055 1800 210 610 OA N8 1010 0.1075 1410 0.1051 1810 220 6n 0A A 9 1020 0.1035 1420 0.1045 1820 230 630 0.1704 1030 0.1061 1430 0.1045 1830 240 640 0.169E 1040 0.1142 1440 0.1046 1840 250 650 0.1703 1050 0.1203 1450 0.0911 1850 260 660 OA A 3 1060 0.1251 1460 0.0680 1860 270 670 0.1681 1070 0.1288 1470 0.0508 1870 280 680 0A U 6 1080 0.1317 1480 0.0379 1880 290 690 0.1572 1090 0.1312 1490 0.0283 1890 300 700 0.1545 1100 0.1277 1500 0.0211 1900 310 710 0.1527 1110 0.1252 1510 0.0157 1910 320 720 0.1517 1120 0.1347 1520 0.0118 1920 330 730 0.1517 1130 0.1307 1530 0.0088 1930 340 740 0.1517 1140 0.1168 1540 0.0065 1940 350 750 0.1521 1150 0.1179 1550 0.0049 1950 360 760 0.1531 1160 0.1184 1560 0.0036 1960 370 770 0.1540 1170 0.1189 1570 0.0027 1970 3BO 780 0.1549 1190 0.1198 1580 0.0020 1980 390 790 0.1511 1190 0.1201 1590 0.0015 1990 400 0.0002 800 0.1434 1200 0.1205 1600 0.0011 2000 3/20/90 David Evans & Associates, Inc. - Bellevue page 10 RENTON 82 APTS.-THE COVENTRY SAS Unit Hydrograph Meth=.d 5YR RELEASE/25YR STORAGE 3/20/90 DETAIL HYDROGRAF'H SUMMARY 5 yr� �XISTlr�IC� HYDF'OGF'AF'H N, F'eaE:: rein ff:C0.4675 f T---,tal Vol ��.33 a,=-ft TIME DESIGN TIME DESIGN-iTK---M IGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (Bin) (cfs) (@in) (cfs) (sin) (cfs) (sin) (cfs) (sin) (cfs) 10 410 0.0429 810 0.2156 1210 0.1803 1610 0.0012 20 420 0.0516 820 0.2090 1220 0.1806 1620 0.0009 30 430 0.0753 830 0.2043 1230 0.1909 1630 0.0007 40 440 0.1143 840 0.2010 1240 0.1B1B 1640 0.0005 50 450 0.1533 850 0.2027 1250 0.1821 1650 0.0004 60 460 0.2254 860 0.2096 1260 0.1824 1660 0.0003 70 470 0.3300 870 0.2134 1270 0.1832 1670 0.0002 80 480 0.4325 880 0.2167 1280 0.IB34 1680 0.0002 90 _ 490 0.4675 890 0.2200 1290 0.1837 1690 0.0001 100 500 0.4422 900 0.2227 1300 0.1846 1700 110 510 0.4271 910 0.2246 1310 0.1848 . 1710 120 520 0.4135 920 0.2267 1320 0.1850 1720 130 530 0.4009 930 0.2286 1330 0.1807 1730 140 540 0.3942 940 0.2298 1340 0.1731 1740 150 550 0.3760 950 0.2315 1350 0.1674 1750 ISO 560 0.3487 960 0.2330 1360 0.1627 1760 170 570 0.3294 970 0.2209 1370 0.1598 1770 180 580 0.3166 980 0.1996 1380 0.1577 1780 190 590 0.3077 990 0.1838 1390 0.1556 1790 200 600 0.3022 1000 0.1716 1400 0.1547 1800 210 610 0.2959 1010 0.1630 1410 0.1541 1810 220 620 0.2888 1020 0.1568 1420 0.1532 1820 230 630 0.2844 1030 0.1606 1430 0.1531 1830 240 640 0.2816 1040 0.1725 1440 0.1531 1840 250 650 0.2807 1050 0.1816 1450 0.1334 1850 260 660 0.2BO8 1060 O.IB86 1460 0.0995 1860 270 670 0.2743 1070 0.1940 1470 0.0743 1870 280 680 0.2627 1080 0.1982 1480 0.0554 1880 290 690 0.2545 1090 0.1972 1490 0.0414 1890 300 700 0.2493 1100 0.1918 1500 0.0309 1900 310 710 0.2455 1110 0.1879 1510 0.0230 1910 320 720 0.2431 1120 0.2019 1520 0.0172 1920 330 73U 0.2422 1130 0.1957 1530 0.0128 1930 340 0.0001 740 0.2416 1140 0.1748 1540 0.0096 1940 350 0.0017 750 0.2415 1150 0.1763 1550 0.0071 1950 360 0.0059 760 0.2424 1160 0.1769 1560 0.0053 1960 370 0.0118 770 0.2431 1170 0.1775 1570 0.0040 1970 380 O.O1B6 780 0.2440 1180 0.1786 1580 0.0030 1980 390 0.0262 790 0.2375 1190 0.1789 1590 0.0022 1990 400 0.0344 800 0.224E 1200 0.1794 1600 0.0017 2000 3/20/90 David Evans & Associates, Inc. - Bellevue page 11 RENTON 82 APTS.-THE i_OVENTRY SCS Unit Hydr � Mgr aph Method 5YR RELEASE/25YR STORAGE 3/20/90 DETAIL HYDROGRAPH SUMMARY 2 In Q lAX-6- HYDROGRAPH No. 3 Peak: runoff: 1.0703 c fs Total Vol: 0.43 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) fits) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.2320 810 0.1939 1210 0.1714 1610 20 420 0.2351 820 0.1927 1220 0.1703 1620 30 430 0.3510 830 0.1927 1230 0.1702 1630 40 440 0.4991 840 0.1930 1240 0.1720 1640 50 450 0.5467 850 0.2053 1250 0.1709 1650 60 460 0.7427 860 0.2219 1260 0.1708 1660 70 0.0021 470 0.9832 870 0.2261 1270 0.1725 1670 80 0.0092 490 1 010l 080 0.2260 12SO 0.1715 1680 90 0.0114 490 0.8644 890 0.2279 1290 0.1714 1690 100 0.0292 500 0.5783 900 0.2287 1300 0.1731 1700 110 0.0380 510 0.5170 910 0.2277 1310 0.1720 1710 120 0.0459 520 0.4852 920 0.2294 1320 0.1719 1720 130 0.0566 530 0.4609 330 0.2301 1330 0.1593 1730 140 0.06B7 540 0.4587 940 0.2291 1340 0.1437 1740 150 0.0769 550 0.4051 950 0.2308 1350 0.1402 1750 160 0.0831 560 0.33B7 960 0.2315 1360 0.1379 1760 170 0.0894 570 0.3249 970 0.1923 1370 0.1390 1770 180 0.0947 580 0.3245 980 0.1468 13BO 0.1394 1780 190 0.0987 590 0.3244 990 0.1364 1390 0.1379 1790 200 0.1034 600 0.3258 1000 0.1326 1400 0.1393 1800 210 0.1073 610 0.3164 1010 0.1333 1410 0.1397 1810 220 0.1100 620 0.3044 1020 0.1336 1420 0.13B3 1820 230 0.1137 630 0.3027 1030 0.1584 1430 0.1396 1830 240 0.1166 640 0.3020 1040 0.1905 1440 0.1400 1840 250 0.1257 650 0.3043 1050 0.1981 1450 0.0854 1850 260 0.1362 660 0.3058 1060 0.2001 1460 0.0197 1860 270 0.1407 670 0.2830 1070 0.2008 1470 0.0045 1870 280 0.1445 680 0.2544 1080 0.2012 1480 0.0010 1890 290 0.1462 690 0.2484 1030 0.1891 1490 0.0002 1890 300 0.1482 700 0.2491 1100 0.1726 1500 1900 310 0.1802 710 0.2484 1110 0.1689 1510 1910 320 0.2188 720 0.2489 1120 0.2166 1520 1920 330 0.2304 730 0.2510 1130 0.1794 1530 1930 340 0.2354 740 0.2507 1140 0.1242 1540 1940 350 0.2386 750 0.2512 1150 0.1599 1550 1950 360 0.2413 760 0.2533 1160 0.1668 1560 1960 370 0.2360 770 0.2529 1170 0.1685 1570 1970 380 0.22B6 780 0.2534 1180 0.1706 1580 1980 390 0.2272 790 0.2304 1190 0.1697 1590 1990 400 0.22B3 BOO 0.2005 1200 0.1697 1600 2000 3/20/90 David Evans & Associates, Inc. - Bellevue page 12 RENTON 82' ARTS. -THE (:OVENTRY SC=S Unit Hydr graph Meth -d 5YR RELEASE/201JYR STORAGE 3/220/90 DETAIL HYDROGRARH SUMMARY 2 5 V- F UTL1$Z r7 HYDROGRARH No5 Read:: runc,ff: 2. (_ 43 -=fS Total V-_-1: ().36 ac -ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cis) (min) (cfs) 10 410 0.5024 .810 0.3756 1210 0.3245 1610 20 420 0.5078 820 0.3730 1220 0.3224 1620 30 430 0.7530 830 0.3727 1230 0.3221 1630 40 0.0005 440 1.0643 840 0.3731 1240 0.3252 1640 50 0.0063 450 1.1574 850 0.3965 1250 0.3231 1650 60 0.0179 460 1.5574 860 0.4283 1260 0.3228 1660 70 0.0397 470 2.0436 870 0.4361 1270 0.3259 1670 80 0.0671 480 2.2043 _ 880 0.4355 1280 0.3237 1680 90 0.0887 490 1.7690 890 0.4388 1290 0.3234 1690 100 0.1062 500 1.1769 900 0.4400 1300 0.3265 1700 110 0.1207 510. 1.0473 910 0.4379 1310 0.3244 1710 120 0.1329 520 0.9793 920 0.4407 1320 0.3241 1720 130 0.1528 530 0.9274 930 0.4419 1330 0.3001 1730 140 0.1756 540 0.9202 940 0.4397 1340 0.2707 1740 150 0.1882 550 0.8108 950 0.4425 1350 0.2640 1750 160 0.1960 560 0.6765 960 0.4436 1360 0.2595 1760 170 0.2045 570 0.6476 970 0.3683 1370 0.2616 1770 160 0.2111 580 0.6457 9B0 0.2809 1380 0.2622 1780 190 0.2153 590 0.6445 990 0.2609 1390 0.2594 1790 200 0.2212 600 0.6462 1000 0.2535 1400 0.2619 1800 210 0.2257 610 0.6265 1010 0.2549 1410 0.2625 1810 220 0.2280 620 0.6018 1020 0.2553 1420 0.2598 1820 230 0.2325 630 0.5975 1030 0.3026 1430 0.2623 1830 240 0.2358 640 0.5953 1040 0.3636 1440 0.2629 1840 250 0.2512 650 0.5989 1050 0.3780 1450 0.1604 1850 260 0.2695 660 0.6012 1060 0.3816 1460 0.0370 1860 270 0.2758 670 0.5557 1070 0.3828 1470 0.0085 1870 280 0.2807 680 0.4989 1080 0.3833 1480 0.0020 1880 290 0.2827 690 0.4866 1090 0.3601 1490 0.0005 1890 300 0.2873 700 0.4874 1100 0.3284 1500 0.0001 1900 310 0.3528 710 0.4856 1110 0.3212 1510 1910 320 0.4333 720 0.4860 1120 0.4116 1520 1920 330 0.4618 730 0.4897 1130 0.3409 1530 1930 340 0.4779 740 0.4885 1140 0.2350 1540 1940 350 0.4903 750 0.4890 1150 0.3036 1550 1950 360 0.5015 760 0.4927 1160 0.3165 1560 1960 370 0.4959 770 0.4915 1170 0.3196 1570 1970 3B0 0.4855 780 0.4919 1180 0.3235 1580 19B0 390 0.4871 790 0.4470 1190 0.3216 1590 1990 400 0.4933 800 0.3887 1200 0.3214 1600 2000 ' I� is }.) 3/20/90 David Evans & Associates, Inc. - Bellevue page 14 RENTON 82 APTS.-THE COVENTRY SC:S Unit Hydrograph Method 5YR RELEASE/25YR STORAGE 3/20/90 STAGE STORAGE TABLE i=USTOM STORA13E ID No. 1 Description: DETENTION POND STAGE (---- STORAGE ---- > STAGE (---- STORAGE ---- > STAGE ( ---- STORAGE ---- > STAGE (----STORAGE----> (ft) ---cf-----Ac-Ft- (ft)---cf-----Ac-Ft- (fU--- cf--- --Ac-Ft- (ft)---cf--- --Ac-Ft- 2 h Y2 60.00 0.0000 0.0000 63.00 1190 0.0273 66.00 4295 0.0986 69.00 11070 0.2541 !hlERF1,oW 60.25 66.875 0.0015 63.25 1354 0.0311 66.25 4785 0.1098 !o°t•2 I 60.50 133.75 0.0031 63.50 1517 0.0348 66.50 5275 0.1211 69.50 12497 0.2869 V : It, 2� 60.75 200.62 0.0046 63.75 1691 0.0386 66.75 5765 0.1323 69.75 13211 0.3033 61.00 267.50 0.0061 64.00 1845 0.0424 67.00 6255 0.1436 70.00 13925 0.3197 100 61.25 334.38 0.0077 64.25 2151 0.0494 67.25 6745 0.1548 70.25 14905 0.3422 - &1 ti 8 61.50 401.25 0.0092 64.50 2457 0.0564 67.50 7235 0.1661 70.50 15885 0.3647 'NJ II St 5 FT 61.75 468.12 0.0107 64.75 2764 0.0634 67.75 7725 0.1773 70.75 16865 0.3872 62.00 535.00 0.0123 65.00 3070 0.0705 68.00 8215 0.18B6 71.00 17845 0.4097 TOP Regm 62.25 698.75 0.0160 65.25 3376 0.0775 68.25 8929 0.2050 62.50 862.50 0.019E 65.50 36B2 0.0B45 6B.50 9642 0.2214 62.75 1026 0.0236 65.75 3989 0.0916 68.75 10356 0.2377 OVf.RFww = &9.21 M 1 N1 -mP = 11. D Ti f'r i4T'1'hc++-P SH�t-ET to JS --f 2 f� f-T3 �j (All w �t'�Atw S; z,,,� Porc (.)v a loo r. cr s for rl P� ion tr ) y BOTTOM ORIFICE: ENTER Q-MAX(cfs) .24 n DIA.= 1.63 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 10.4 DIA.= 5.90 INCHES INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW 101 RFORMANCE: 9 G7 ESIGN HYD: 2.57 .21- 2 r r 8.13 EST HYD 1: 1.25 .24 1.28 1.27- 100yr 11.02 EST HYD 2: 3.12 Wvjl . k ? i I PK-STAGE STORAGE 11113 5650 11920 'ECIFY• D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP )UTING DATA: DISCHARGE(CFS) .000 .076 .107 .131 .152 .170 .186 .201 .215 .228 .233 2.261 4.569 7.538 11.042 STORAGE(CU-FT) .0 117.1 358.3 766.1 1383.2 2252.2 3415.5 4916.0 6796.0 9098.2 10295.8 11865.3 12141.3 12421.6 12706.2 12995.0 PERM-AREA(SQ-FT) .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .o =�6 .0 .0 .0 .0 ,VERAGE VERTICAL PERMEABILITY: .0 MINUTES/INCH ;PECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP 3/20/90 David Evans & Associates, Inc. - Bellevue page 15 RENTON 82 APTS.-THE COVENTRY SCS Unit Hydrograph Method 5YR RELEASE/25YR STORAGE 3/20/90 ---------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST MULTIPLE ORIFI►_E ID No. 1 Description: RESTRICTOR MH - CB #'1 Outlet Elev: 58.96 Elev: 56.96 ft Orifice Diameter: 1.7425 in. Elev: 66.46 ft Orifice 2 Diameter: 2.1281 in. RISER D I SCHAR13E I D No. . Descr i p t icon: Riser Diameter (in): 48.00 elev: 69.21 ft Weir 1_oefficient... : 3.732 height: 71.00 ft Orif Cc -efficient...: 9.739 increm: 0. 10 ft MULTIPLE ORIFICE Description: Outlet Elev: 0. 00 Elev: 0.00 ft MULTIPLE ORIFICE Description: Outlet Elev: O.��G Elev: 0.00 ft ID No. 0 Orifice Diameter: 0.0000 in. ID No. 0 Orifice Diameter: 0. 0000 i n . 3/210/90 David Evans Q Associates, Inc. - Bellevue page 16 F'ENTON 82 APTS.-THE COVENTRY S'=S Unit Hydr ogr aph Method 5YR F'ELEASE/'25YR STOF'AGE 3/20/90 STAGE D I SF_: HAF'GE TABLE MULTIPLE OF'IFII=E ID N ,. 1 Des_r ipt ic,n: PESTPI6TOF' MH -- i=B #�1 Outlet E1 ev: 58. '96 Elev: 56.96 ft Orifice Diameter: 1.74'25 in. E1ev: 66.46 ft Orifice 2 Diameter: 2'.1 81 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE (--DISCHARGE --- > (fU ---(fS--------- (f0 ---(fS --------- (fU ---(fS -- ------- (fU ---(fS--------- ----------------------- 58.96 0.0000 62.20 0.1483 65.50 0.2107 68.80 0.4465 59.00 0.0165 62.30 0.1506 65.60 0.2123 68.90 0.4517 59.10 0.0308 62.40 0.1528 65.70 0.2139 69.00 0.4569 59.20 0.0404 62.50 0.1550 65.80 0.2155 69.10 0.4621 59.30 0.0480 62.60 0.1572 65.90 0.2171 69.20 0.4671 59.40 0.0547 62.70 0.1594 66.00 0.2186 69.30 0.4721 OvfgfZF Low w/ 59.50 0.0606 62.80 0.1615 66.10 0.2202 69.40 0.4770 R 59.60 0.0659 62.90 0.1636 66.20 0.2217 69.50 0.4818 59.70 0.0709 63.00 0.1656 66.30 0.2232 69.60 0.4865 Of: 0. 4 i CF S 59.80 0.0755 63.10 0.1677 66.40 0.2248 69.70 0.4912 59.90 0.0793 63.20 0.1697 66.50 0.2508 69.80 0.4959 60.00 O.OB40 63.30 0.1717 66.60 0.2737 69.90 0.5005 60.10 0.0880 63.40 0.1736 66.70 0.2894 70.00 0.5050 Ft s 60.20 0.0918 63.50 0.1756 66.80 0.3024 70.10 0.5095 Uo 1JOT A_"10 4 T 60.30 0.0954 63.60 0.1775 66.90 0.3137 70.20 0.5139 rOR R15F.R 14 FLa4 60.40 0.09B9 63.70 0.1794 67.00 0.3239 70.30 0.5183 K W Elf?- M H 60.50 0.1023 63.80 0.1813 67.10 0.3334 70.40 0.5226 60.60 0.1055 63.90 0.1831 67.20 0.3422 70.50 0.5269 JU P LOW s 60.70 0.1087 64.00 0.1850 67.30 0.3506 70.60 0.5312 60.80 0.1118 64.10 0.186E 67.40 0.3585 70.70 0.5354 60.90 0.1148 64.20 0.1886 67.50 0.3661 70.80 0.5395 61.00 0.1177 64.30 0.1904 67.60 0.3734 70.90 0.5437 61.10 0.1205 64.40 0.1922 67.70 0.3804 71.00 0.5478 �� �D S TaP 61.20 0.1233 64.50 0.1939 67.80 0.3872 61.30 0.1260 64.60 0.1957 67.90 0.3938 61.40 0.1287 64.70 0.1974 6B.00 0.4003 61.50 0.1313 64.80 0.1991 68.10 0.4065 61.60 0.1339 64.90 0.2008 68.20 0.4126 61.70 0.1364 65.00 0.2025 68.30 0.4135 61.80 0.1389 65.10 0.2042 6B.40 0.4243 61.90 0.1413 65.20 0.2058 68.50 0.4300 62.00 0.1437 65.30 0.2075 68.60 0.4356 62.10 0.1460 65.40 0.2091 68.70 0.4411 3/20/90 David Evans & Associates, Inc. - Bellevue page 17 RENTON 82 APTS.-THE COVENTRY SCS Unit Hydrograph Method 5YR RELEASE/25YR STORAGE 3/20/90 STAGE DISCHARGE TABLE 0Vf4R,FLVV4 WF l2. K..L INr_W VS RISER DISCHARGE ID No. Description: Riser Diameter (in): 48.00 elev: 69.21 ft Weir Coefficient...: 3.782 height: 71.00 ft Orif Cc -efficient...: 9.739 increm: 0.10 ft STAGE (--DISCHARGE --- > STAGE (--DISCHARGE --- > STAGE (--DISCHARGE --- > STAGE (--DISCHARGE --- > (fU --- cfs-- ------- (fU --- cfs--------- (ft) --- cfs--------- (ft) ---cfs-- ------- 69.21 0.0000 69.70 13.362 70.20 38.373 70.70 73.864 69.30 1.0518 69.80 17.654 70.30 44.332 70.80 76.303 69.40 3.2263 69.90 22.328 70.40 66.011 70.90 78.666 69.50 6.0837 70.00 27.354 70.50 68,728 71.00 80.960 69.60 9.4879 70.10 32.70E 70.60 71.343 71.00 BO.960 100 `(K FU Tj" d - 2 "l Gfz� (5¢e 5 hss-t 8 STi4�C-�G �I 61-1'r 1�t 1 t� yR. �ZaR�1 rs APPgtcx . Co9 ,��, FAT- . pG, Ig File Basin Hydrograph Storage Discharge Level pool David Evans u Associates, Inc. - Be2MMMMMMMMMMMMMMf4MM8 31r1MMMMMMMMMMMMh1MMMMMMMMMMIMMMMMMMMMMMJMP9MMMh1MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 POUTING COMPARISON TABLE 3 3 MAT,- H INFLOW STO D I S PEAK. PEF': OUT 3 3 DESCRIPTION PEAK. PEAK, N.D. No. STG OUT HYD 3 3-2YR EX &_YR FUTURE 0.22 1.07 1 1 66.� O.�'� 7 3 35YR EX ? �OYR FUT U. 47 1 1 69. 21 ().47 8 C �ovoRr 3 MATcµ 9 25 YR aw �EsTRic m;4 ';' ' Fu-ru" r�E OUTFuw .k n 3 p1Es4 K 3j rLow 3 7 J 4`{ — o• 97 c-FS ��Y n J J J TMMMMMMMhi�1MMMMMMMMMMMMMMMMMMMMh]MMMMMMMMMMMh1MMMMMMMMMMMMMMMMMMMMMMh?MMMMMMMM;> J Hyd No. 2 _ Hyd No. B 1 u c i 0 4�5 OUrFL.DVJ y Ro�,2�.v►+ 4 �-Y.lS T- 6 12 18 24 3o Time in Hours Hyd No.: 2 Rate: 0.47 cfs Time: B.17 hr Vol 0.33 Ac—ft Int: 10.00 min Hyd No.: 8 Rate: 0.47 cfs Time: 13.17 hr Vol : 0.66 Ac—ft Int: 10.00 min Pablo EAZ- 9*v, 41iii4o OUf-- Pqp poN D oU rL�eTs TO 7�* L?(os•T1 aU SWA-LAL aJD ERG-ek, b, t-0.! Cy We- ►l-� De-rM {_ , TH* G12-�s Goa sl ►) (Z bu f, 151 M -roraL6 v-'Pa ( , AZ,94,- S ?fe 044.e- I C. COki JrGytD Ur`iP*42- L-K .�+►,�C�-rDti( BL.Vp ✓iA 14," C,P, AsJD Cow -n ,j S LA) - '1� 24 � � Cr Is N r L I r-- D -M 134, I r l Ca o--> 9-1&PaI R- . M -1441s P010i 1T MVJSDC)r srA Q, 444-r of wa7 s - 4orv) AND At►41fj IS ccn Up- lyF-D UmD2c- 6y C Z4, G.P, CULVe27. 17 5L) R-FAGf-s G1J T4-to WEST s I z:::e of 4o,5 w R,D.", Al, -7::> CoalF!rjC�,D ►r.1 A- I✓t64,� - Da C N,&L UNT►u IT F-C.,4is RtPLF-'( ,LA?4el wj & �T Is P)>&D P=,{ Zy-" JTH*- i-+v Li L.D or A s F i Ing, c0a. sT*-,,P- L- H 11 ,�- PC, PP�G+F►(, {�N D Tt f -CU 61 I+ -MP-D�- CkA lj *;L, 7Hfou &4 Pg\VoTP- F"Pk, -T'( I►i A?,J t 5" CM P kA LF- w EVE Z i Nom ' THVJlg-E 'agZf- OCZ, S' O"A L Fi.oOD f nl.6q F(ZCr-LE.M 5 3)O A)llJS l ZA+j 014 TH-9- Fr -\VA -ice P2-oPa$-7' DJf-W G D65.1C-.l s7rap s, of L D `(zs oR C-2-a4-Tr r-_ , elf�ll�- ITT' C fir D IN O9 m k-nOt..l t ot4 VP-YA-N C& s {STvr-I AcllD riff F-LovJs LOCATION INCREMENTAL AREA A RUN-OFF COEFFIC. C AC i AC TIME OF CON- CENTRATION TC RAINFALL INTENSITY I RUN-OFF 0 (f AC I) PIPE DIA. SCOPE VELOCITY AT DESIGN 4 LENGTH FLOW TIME IN SYSTEM Q wla. Q�,,, _�; 1•�• ��pp�� u ran �•g• I IIOM TO ACRES MINUTES INCHES/HR, C.F. S. INCHES F P. S. FEET MIN. �t Fr ,V.7L 0.70 00 D. /7 7- 0 5 0.23 3. 25 733 0, 5 0, O.70 / 8 0.2 -O.(G� — 0.7& 7 5 Z' /.O 2Z/ fo7 3. _L_037 G �_ o'l �O� ' 2.0 D.lo 0.10 L g O, /z h 4, z7 o1D 0,�3 o.i �q 10 'S1 �0—Q_i 10 0. a�_ 7. o, l Z 0. 3 tp r�W STORM fREOiIFNrr. IO 19PE COEFFICIENT �Q REMARKS: 7 c� f�Y�i`I 1 �►YNAME OF PROJECT CALCULATIONS BY. � JO© NO. /k ZDATE SHEET OF Z SHEETS LOCATION INCREMENTAL AREA A RUN-OFF COEFfIC. C AC I AC TIME OF CON- CENTRATION TC RAINFALL INTENSITY I RUN-OFF O (I AC 1) PIPE OIA. SLOPE VELOCITY AT DESIGN 4 LENGTH FLOW TIME IN SYSTEM Q. Nu' ill "f^ I.E. u Lt.. FIfOMj TO I ACRES MINUTES INCHES/HR, C.F. S. INCHES F. P. S. FEET MIN. cfs fT Fr .0S 0,05 LlIi 1 Z! i 1p , 7.11 1, . �•�� 1�l o.� - 5 1j�,_ 0.1 U . S _0.71— l ip !tA —O i2 0.7 0,05 041 Z" 4.71v3 1�* _ PoJ_ — STURMFREOIIENCY, IwE [oCFFIUEr�i_ ��� REMARKS: - r`�f V�NAM—E.SOGF PROJECT I CAICULATIONS BY. N;j<1-4' JOB NO. 44E=DATE Zjtq SHEET_OF ZSHEETS DAvm EVANS AND ASSOCIATES, INC. BY WENT Ax&ya0� C,O. SHEETZ OF 2 SHEETS J09 DESCRIPTION RLrAl70%/✓ 2/ DATE �s/71p •� nvM ZMV5116 S� LO• = Iry ry 1-424,3 71ti Z 1a-� I I' a v oQ93 =� sv-�-5 L--�O" 4 6905 8 - <nogz) l 1 I Z'b� do c'•O-Le"N 0 1,J c>aG -4-:2 V ,,v11 lot\ . 0111L -.�- N-"Q dal ' o •oq �s -�rac MN a NOJ Q 1q od J-;s-ai I Pleasure 20 I — 22 a Point 21 H ilk ._ .. AgC PC \n�+ • , f Ur AMC / InC • A¢C. AkF Bh .f 1\ •. AkF f AgD j AN_ .• B 29 .AgC— • r^ c ACC r 'Pin @Wp0 ASD ' / r — �,� Hills _� BeC . i 7c nA i • u I •, AgC I 0 Ur n :KppLi EVE W ' AMC 0 I� BeC Ur 1 New AgD 3 f I 1398• � i � "AMC EvC BeD eC •� r AgC Jy A=�' SC May e,, Krc Y EvC 9� — VO _ OVID ■ o� •AgC 692 No f e \ A9C BM 'fin I" a" 6D vDA • 0. •' ,. `S �' I O B e C m _ _ Ago AgO mr I Ag D ", 34 ' AgC I: ' • • t •• •InC • J AkF AkF ABC EvB R AkF • �I I BeC. EvC In Q • D- GRAVEL "• PIT AkF •• 30G 'InA' 1 — -- --— — t-- w -- 1 --•• •— —� — -- AgC +--- — — 1, 3f9 •L.'• Gv8 • B A9D i ° BM411 T \— r BM,AgD 0� r • EvC = i n ABC • nl. . I AkF �/ d f BM „y • • —� fl AMC AgC Alt-} - me » EvC AgC Sm Ur •� BDY _ _ 'r�s i.11 alJ� — _ • �r BM a a / Plarsf J` I • . :j 1290" (Joins sheet 1 7) RdC 10, RENTON 1 7 Ml. N Scale 1 24 000 wniLp CITY OF RENTON .dl Earl Clymer, Mayor August 28, 1990 Mr Neal Hackbarth, P.E. David Evans & Associates, Inc. 301 - 116th Avenue S.E. Bellevue WA 98004 Subject: Renton 82 Apartments Revisions to Detention Pond Dear Mr. Hackbarth: Department of Planning/Building/Public Works Lynn Guttmann, Administrator We have reviewed your resubmittal on the revisions to the detention pond for the Renton 82 Apartments. Several of our previous comments have been addressed, however, we still have several concerns. As we have discussed, the 24" bypass line runs beneath the pond. Buoyancy calculations indicate that a minimum of 2.5' of backfill is required over the crown of the pipe to prevent buoyancy. 2.5' of backfill has not been provided; in fact, a portion of the pipe will be exposed in the current design. This must be corrected without loss of pond volume. 2. Perforated drain tile should extend further north along pond face. Additional callouts are needed (inverts, size, slope, pipe material) for portion of line running to the CB in the driveway. 3. For the sake of clarity, Golder Figures No. 1 and No. 2 should be included in plan drawings and adequately referenced on Plan Sheet No. 3. 4. Protective facing on the geogrid is required to prevent degradation of the geotextile. We are concerned that the call -out "protect geotextile fabric on pond face with rockery or shotcrete" will not provide the contractor sufficient information to perform a quality installation. Completion of these items will result in our approval of the revisions to the detention pond. Sincerely, -Anj�3 o4vezw<7� Gregg Zimmerman Utility Plan Review Supervisor DP-REN82/GZ:1f 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2631 CITY OF RENTON MEMORANDUM DATE: August 17, 1990 I v �(Nayll AUG 17 1990 CITY OF RENTON Engineering Dept. TO: Dick Anderson, P.E., Utility Systems Manager FROM: Kim Scattarella, E.I.T., Engineer, Storm water Utility Section SUBJECT: RENTON 82 SITE VISIT Paul Lumbert and I met Gary Young at the Renton 82 site on Friday afternoon. We walked the site and noted that some additional improvements were needed. Gary talked to the Acting Construction Supervisor about erosion control over the weekend. Among the items of concern noted were : 1) There needs to be more rock placed in the western portion of the ditch along the north end of the site that accepts ground water drainage aw4 empties iom daw Owsafffimm Sket1W 2) Hydroseeding of the bank of this ditch should be done as soon as possible, along with additional erosion control protection. 3) The north wall of the Detention/T.E.S.C. Pond is too steep and shall be graded back before final approval, then the pond should be hydroseeded as soon as the construction has been approved. The revised plans for the Detention Pond has been faxed to Dave C., and he will be 4j,4-1 ✓'�„�''s handling the review. There will be some additional storage/orifice resizing required p vo ri S s r,0, in the pond because of the additional groundwater to the developed site. I will be 41P doing the review of the revised calculations. The control/restrictor MH leading out (0 0'0 of the pond cannot be adjusted until the revisions are approved. It appeared that the prep per' layers of silt fence, supported by wire at the outlet pipe going under Lake 0 r s Q(OV Washington Blvd was effective in trapping a majority of the silt before continuing III P ���/ a� K,,5 downstream. Machine compaction of the site was also taking place to minimize " 5 w°' k o possible erosion. The drainage ditch to be constructed going downhill on the south side of NE 48th should be rock lined, per revisions. cc: Gregg Zimmerman Mark Wetherbee C,r r e u t Randall Parsons � y # $ �A11 e F c jh[ Js G a GrC Iv' 1ui1�P `� VN reSul. M,i has f� TRANSMITTAL Date �/ //0 File �^�40 To 0,• 0 gw/ .X � Project r /�/ &, AIT5 C'!TV o` A&IrO .1 ( Coder x y dn!-F' ) lG///LLe W-exAS Subject Item Copies Date Description Remarks ��---_,9.Sr- Mole TAT 7,9g 64e /�'�� /F yora •vef, /y1�-t�.�ly Eck , . ❑ As you requested ///For ,your approval El Return requested ❑ For your information For your review ❑ From /1-/LI�L L A�� �"�"� DAWD EVANS AND ASSOCIATES, INC. ENGINEERS, SURVEYORS, PIANNERS, IANDSCAPE ARCHITECTS, SCIENTISTS OFFICES IN OREGON, WASHINGTON AND CALIFORNIA 301 - 116TH AVENLT S.E, SUITE 1-0 BEL EVUE, WASHINGTON 98004 647 (206) 455.3571 FAX (206) 455-3061 7R Earl Clymer, Mayor February 20, 1990 Mr. Rod Crawford 5117 Ripley Lane Renton, WA 98056 Dear Mr. Crawford: CITY OF RENTON PUBLIC WORKS DEPARTMENT Design/Utility Engineering We have reviewed your drainage problem and visited the site with Bill Davies, Drainage Investigation :Manager, King County Surface Water Management Division. The storm of January 9th was more severe than usual and, like you experienced, it caused flooding throughout the city and county. The area has qualified for Federal Emergency Management Agency (FEMA) relief. You may want to contact that agency for information about your January 9th flooding (1-800- 462-9029). You expressed a concern that new developments are causing an increase in storm water runoff. Recently, King County adopted the Storm Drainage Design Manual that established design criteria and standards for new development. Drainage requirements for new developments will be controlled by this manual and more stringent drainage standards will require a significantly greater amount of on -site storm water detention to regulate downstream flows. The major drainage basin contributing to the runoff through your property lies outside the Renton City Limits. Thus, future drainage basin improvements would be funded through the County. According to Bill Davies, the County does not have the drainage basin plan and therefore has not scheduled improvements in this drainage basin. It would appear that basin improvements, yet to be identified, are several years away. Storm drainage improvements throughout the basin, such as detention ponds to regulate the peak discharge downstream, are a long-range solution. Existing conditions and the possibility of further flooding, however, are your immediate concern. Our site review showed the man-made channel entering your property does not have sufficient capacity to handle a storm such as that on January 9th and this added to the flooding of your property. Widening of this channel could reduce flooding. You may want to consult with a private engineer specializing in drainage design to review your site and offer suggestion for possible improvements to reduce the impact of a large storm on your property. If you have any further questions, please call me at 235-2631, or Bill Davies at 296-6519. Sincerely, ichard J. A erson Utility Systems :Manager CRAWFORD/RJAAf cc: Bill Davies, P.E. King County Surface Water Mgmt. 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2631 Facsimile i206J 235-2513 ENT o Al Sz HYDROLOGIC OPERATIONS STUDY - SUMMARY low hydrograph>=====__=_-_=_____-.:__+ Existing Condition Developed Condition -------------------- ---------------------, REQUIRED Volume S',lOF:AGE 3 RETURN Peak ; Volume ; Peak f� ' STORM (Cfs) ; (Ac-Ft) (Cfs) (Ac-Ft) (Ac--Ft) 60`� ---------+---------+----------+---------+-----------+----------; 2-Yr 0.24 0.20 1.25 0.43 0.31 13, 503 j 927b 10-Yr 0.68 0.42 2.08 0.70 0.31 �J (1171)) 100-Yr 1.32 0.71 3.12 1.03 0.34 I�f�l� I +----_=====r=====_______________ HYDROLOGIC OPERATIONS STUDY - SUMMARY Existing Condition Developed Condition REQUIRED RETURN Peak Volume Peak Volume STORAGE 3 STORM (Cfs) (Ac-Ft) (Cfs) (Ac-Ft) (Ac--Ft)' Ft� _------_--+---------4--------_--+-----_---+---------- +---------- �_ 2 - t 0.24 0.20 1. 25 0.43 0.14 10-Yr ; 0.71 0.43 2.13 0.72 0.a- +bs� 100-Yr 1.32 0.71 3.12 1.03 ; 0.48 ' ____________________________________________+ DETENTION POND DESIGN - SlM'IMFPRY Length = 74.0' Width = 37.0' SS = 1v:.Ih Depth = t.0' +--------------------------_------------------------------------+ Stage Volume Surf.Area ; Stage Volume Surf.Area (Feet) (Ac-Feet) (Acres) (Feet) (Ac-Feet) (Acres) +-------+--------------4-----------+----------+-----------+-------- - 0.8 0.05 0.07 3.8 0.36 0.1' 1.5 0.11 0.09 4.5 0.46 0.15 2.3 0.18 0.10 5.3 0.5e 0.17 3.0 0.27 0.12 ; 6.0 0.11 0.18 STORM REQ' D STORAGE OUTFLOW _.. OUTLET_.. CONTROL..__..._ ..___.... ; EVENT ;(AL -Ft)'; Stage (Cfs) ; Structure ; Stage(Ft) _------- '------- ---------- '--------------------i 2-Yr 0.14 1.79' 0.24 2.12" Orifice Bottom 10-Yr 0.38 3.88' 0.24 Bottom Orifice 100-Yr 0.48 4.59' 0.71 ; Pipe Overflow W.S@ 4.0 " ; Riser Pipe Diameter = 12" Pipe Top @ Stage -> 3.38' +__-.,_.__ -=---.__-_____=_______-.___==_-- - -.- -----_-_________ --- _____+ 3 RESENVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY (d:)(path)filename(.ext) OF ROUTING DATA rntn82 DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SG-FT) 58.96 .00 .0 .0 60.00 .08 .0 .0 61.00 .09 267.5 .0 62.00 .14 535.0 .0 63.00 .17 1190.0 .0 64.00 .19 1845.0 .0 65.00 .20 3070.0 .0 66.00 .22 4295.0 .0 67.00 .32 6255.0 .0 68.00 .40 8215.0 .0 69.00 .46 11070.0 .0 69.21 .47 11500.0 .0 AVERAGE PERM -RATE: .0 MINUTES/INCH ENTER (d:)(path]filename[.ext] OF COMPUTED HYDROGRAPH: 82d25yr INPUTED ROUTING -DATA HAS BEEN EXTRAPOLATED. INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 2.57 .47 L , ? 34355 0 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 12.67 69.25 1 PEAK STORAGE: 11510 CU-FT E-- f�tl►I1rGp� s�rqjt ENTER (d:)(path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 8ntn25 SPECIFY: C - CONTINUE, N - NEWJ08, P - PRINT, S - STOP, R - REVISE s KING COUNTY DEPARTMENT IF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.01 G�►�G-M �a'110rIS 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE e - anIlTr) KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Managesent Division HYDROGRAPH PROGRAMS Version 4.01 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: Write fault error writing device PRN Abort, Retry, Ignore, Fail?r 3 RESERVOIR ROUTING INFLOWJOUTFLOW ROUTINE SPECIFY (d:)[path)filenaae[.ext) OF ROUTING DATA rntn82 DISPLAY ROUTING DATA (Y or N)? n ENTER (d:)(path)filenare(.ext) OF COMPUTED HYDROGRAPH: 82d100yr_ INPUTED ROUTING -DATA HAS BEEN EXTRAPOLATED, INFLOWJOUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 3.12 .55 4' , 42095 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 12.83 70.88 PEAK STORAGE: 14920 CU-FT <— r tA; - ' t- - I ENTER [d:](path)filenaee[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: �K 100rr - tics I,A, 5 - ADDHYD 6 - BASEFLOW • 7 - PLOTHYD ,t 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: 3 RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d:][path]filenaoe(.ext) OF ROUTING DATA rntn82 DISPLAY ROUTING DATA (Y or N)? n ENTER (d:][path]filename(.ext] OF COMPUTED HYDROGRAPH: 82d2yr INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1.25 .25 = , x4 16732 f INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 12.67 66.27 PEAK STORAGE: 4810 CU-FT ENTER (d:](path]filenane(.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: rntn2 SPECIFY: C - CONTINUE, N - NEWJ08, P - PRINT, S - STOP, R - REVISE n RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d:][path]filename(.ext) OF ROUTING DATA rntn82 DISPLAY ROUTING DATA (Y or N)? n ENTER [d:](path]filenaee(.ext) OF COMPUTED HYDROGRAPH: 82d5yr, INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1.75 .35 Z .47 22822 { , INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 12.67 67.38 PEAK STORAGE: 7000 CU-FT ENTER (d:)(path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: rntn5 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE s ( Fs) Zyr eY p2if Sle ► 0 Pit cylst COVENTRY(RENTON 82 APTS.) DIAMETER(in.) 1.7425 2.1281 0 0 0 AREA (in"2) 0.01656047 0.024700 0 0 0 STAGE(FT.) gORF. 11 gORF.#2 gDRF.#3 gORF.#4 gORF.#5 TOTAL Q(CFS) 58.96 0 0 0 0 0 0 59 0.01647925 0 0 0 0 0.016479 60 0.08402802 0 0 0 0 0.084028 61 0.11768539 0 0 0 0 0.117685 62 0.14366278 0 0 0 0 0.143662 63 0.16561443 0 0 0 0 0.165614 64 0.18497914 0 0 0 0 0.184979 65 0.20250043 0 0 0 0 0.202500 66 0.21862198 0 0 0 0 0.218621 66.46 0.22565144 0 0 0 0 0.225651 67 0.23363371 0.090311 0 0 0 0.323945 68 0.24773747 0.152512 0 0 0 0.400250 69 0.26108044 0.195867 0 0 0 0.456948 69.21 0.26379674 0.203803 0 0 0 0.467600 RETENTION/DETENTION CALCS. AREA C value UNDEVELOPED RUNOFF COEFF= 4.25 0.15 AREA C value DEVELOPED RUNOFF COEFF.(C)= 4.25 0.9 PERMIT NO. RENTON 82 (COVENTRY APTS.) AREA OF DEVELOPMENT(acres) 4.25 Tc= 34.4 min. [calculate separately] SEE PG. 25 Add 10 min. for undeveloped, and 5 ®in for developed areas) C(existing)= 0.15 C(future)= 0.9 Tc design period(yrs.) RAINFALL INTENSITY[page 37] 25 1.05 Q(bypass)= 0 c.f.s. Q(existing) = 0.669375 c.f.s. Q(allow)= 0.669375 c.f.s if area<50 acres and q<20 cfs.) thenQ(exist)=Q(allow) Q(0)= 0.175 CF/ACRE R/D VOLUME CALCULATIONS TIME EQN.COEFFS. 2138 -25 1 [FROM PAGE 191 V(s) COEFF 3420 40 25 for desired type of control q 3,07 (' Go 7 " structure & design period T = aR:t' M I N / V(s)= 2047.74 CU.FT/AC. /'�7 32.`!6> V total: r FT. 8Z8'Lz�z3 ! 66ze,&9 ORIFICE CALCULATIONS [APPROXIMATE NUMBER OF ORIFICES] 2 HEAD [in ft.]: 10.25 Q(allow)/orifice= 0.088 CFS DETENTION PIPE SIZING DIAMETER OF PIPE 0 AREA OF CROSS SXN. 0 SQ.FT. LENGTH OF PIPE= ERR FT. area: 0.042021 SQ. FT. diameter=0.231308 FEET (NOT APPLICABLE) OR 2.775701 INCHES FOR MULTIPLE ORIFICE CONTROL STRUCTURE [IF Q(allowable)>0.3 cfs or diameter > 2.25 inches] UNITS [feet] HEAD1= 10.25 HEAD2 2.75 HEAD3= N/A [sq. ft) AREA1= 0.005493 AREA2= 0.010604 AREA3= ERR [inches] dial: 1.003557 dial: 1.394408 dia3= ERR EROSION/SEDIMENTATION POND SIZING TOTAL AREA 4.25 ACRES (USING 0.5 INCH/ACRE CRITERIA) TESC POND AREA 7713.75 CU. FT. CUSTOMER SERVICES REQUEST/REFERRAL FORM *** C-TRACK SYSTEM *** Person Taking Request_��n �L4�5r►If�F�� Date Time2' Name 11� �rL,a{,�) � FivA .{L L��� Address ✓ �) �l I �j/ L41 r 5 ef�-- " " ' `—; r � �J G}rib I hone: h Type of Request:��i�l (sewers, storm, R/W, water, sidewalks, signs, signals) Location of Request: 6,zgE Avzj • o Fgz7-,</ Service Requested:__ � p �J s'e-40SSyaTTZ� V'ZD 1 Ciel r Df�Jt� 14MAWA&6 Idin e05� k Assigned to Department/Person:- Kti Date Assigned: i MS — I Date Due Service Provided: d1 (*AV1dr s / et, W t1 _- hr , St�f �` ✓� /7r��' S n CGS I �d 311 Ecke- j SCC Uirk" M2oit, + 'e FI"1'j V "-"" r©vny v, I I1 � vi us a rejol r. c,O1-11,&ra4,0*AW ,ak r!�j an o 4i h c crL-6, fie d Yv blo&--e vet4ot-'+ re turf Cr of -5 1i k, (eav9+ Flvod n d � },�c.acy • � � 7qi-c51� s Elapsed since Scrvice Requested: j� ll fletvt�s Da Y P q Incas+,r�,�1on Citizen Requesting Service Notified: Marine specialist EY1=5 206/824 71701 NNLL Located at Kent Exit 149 on Interstate 5 • MOTOR HOMES, RV'S 23051 Military Road S. • PONTIAC & GMC TRUCKS Kent, WA 98032 • RV SERVICE CENTER 1-800-562-2323 • BLUE WATER BOATS Wlnneba" • Itasca • Pace Arrow • Jamboree • Bounder .Hales • Leasing a Seri 'ice a Parts c Accessories v n Golder Associates CONSULTING GEOTECHNICAL AND MINING ENGINEERS REPORT TO THE AXELROD COMPANY GEOTECHNICAL ENGINEERING STUDY RENTON 91 APARTMENTS RENTON, WASHINGTON Distribution: 1 copy - The Axelrod Company Seattle, Washington 5 copies - Golder Associates, Inc. Redmond (Seattle), Washington December 21, 1988 883-1487 GOLDER ASSOCIATES. INC. • 4104-148TH AVENUE N.E., REDMOND (SEATTLE). WASHINGTON 98052. U.S.A. • TELEPHONE (206) 883-0777 • TELEX 5106002944 OFFICES IN CANADA • UNITED STATES • UNITED KINGDOM • AUSTRALIA t December 21 1988 i 883-1487 TABLE OF CONTENTS Page No. 1. PROJECT DESCRIPTION 1 2. SITE DESCRIPTION 2 3. FIELD EXPLORATION 2 4. SUBSURFACE CONDITIONS 3 4.1 Soil Conditions 3 4.2 Groundwater Conditions 4 S. CONCLUSIONS AND RECOMMENDATIONS 4 5.1 General 4 5.2 Foundations 4 5.3 Floors 6 5.4 Slope Stability 6 5.5 Retaining Walls 7 5.5.1 General 7 5.5.2 Structural Retaining Walls 7 5.6 Earthworks 8 5.6.1 Site Preparation 8 5.6.2 Cantilevered Soldier Pile Shoring Walls 8 5.6.3 Site Disturbance 9 5.6.4 Fill Materials, Placement and Compaction 10 5.7 Drainage Control Measures 10 6. USE OF THIS REPORT 10 LIST OF TABLES 1. Summary Boring Logs and Hand Dug Test Pit Logs LIST OF FIGURES 1. Vicinity Plan 2. Site and Exploration Plan LIST OF APPENDICES APPENDIX A. Boring Logs Golder Associates G Golder Associates CONSULTING GEOTECHINICAL AND MINING ENGINEERS December 21, 1988 The Axelrod Company 520 Pike, 23rd Floor Seattle, Washington 98101 ATTENTION: Mr. Lee Sims RE: GEOTECHNICAL ENGINEERING STUDY RENTON 91 APARTMENTS RENTON, WASHINGTON Dear Mr. Sims: Our ref: 883-1487 We are pleased to present our Phase II geotechnical engineering study for the proposed Renton 91 Apartments near Lake Washington Boulevard and S.E. 76th Street in the Kennydale area of Renton, Washington. The site is located as shown on the attached Vicinity Map, Figure 1. We have proceeded based on your verbal authorization given December 9, 1988. The purpose of our study was to explore and evaluate the subsurface soil and groundwater conditions at the proposed development. The results of our exploration are used as a basis for formulating geotechnical recommendations for the design of the proposed development. We also provide comments and guidelines related to construction of the project. The project is in a planning stage and therefore it is essential that we be given the opportunity to review and comment on site grading plans before they are finalized. 1. PROJECT DESCRIPTION It is our understanding the proposed development will generally consist of a series of five, two or three story, wood frame, residential apartment buildings and the accessory paved driveways and parking areas. Although the project is in a stage of planning, we expect the building foundation loads will be relatively light. Below -grade structures will be limited to six to eight foot high isolated retaining walls along the southeastern property boundary and two to three foot high building retaining walls. It is also our understanding that building locations are as shown on the Site and Exploration Plan, Figure 2. GOLDER ASSOCIATES. INC. • 4104 148TH AVENUE N E.. REDMOND ISEATTLEI. WASHINGTON 98052. U S A. • TELEPHONE (206) 883-0777 • TELEX 5106002944 OFFICES IN CANADA • UNITED STATES • UNITED KINGDOM • AUSTRALIA f December 21 1988 2 883-1487 2. SITE DESCRIPTION The project boundaries have changed since the preliminary studies were completed in June of 1988 and large portions of the eastern and southern portions of the preliminary site plan have been excluded. The site remains rectangular in shape and now covers approximately 4.3 acres. The site is bounded by SE 76th Street on the south, existing lots and residential houses on the north and undeveloped land on the west and east boundaries. The property is currently occupied by an existing residence at the northwestern corner of the site. The remainder of the property consists of undeveloped land containing moderately dense brush and second growth deciduous trees such as maple, alder, blackberry, and nettles. Some areas of the property appear to have been cleared in the past. The topography typically consists of a gently to moderately sloping hillside with a flat area surrounding the existing house. Slopes are generally inclined at five to ten degrees. Surface runoff from several springs were observed in small channels. Some standing surface water was observed in the flatter areas. 3. FIELD EXPLORATION The subsurface conditions were explored for this final study on July 1, 1988 by completing a series of four borings. The exploration for the preliminary study was completed on June 6, 1988 by excavating a series of 11 backhoe test pits and four hand dug test pits. The borings and test pits were located in the field by pacing from existing site features. Boring and test pit elevations were determined by interpolating between contour lines shown on the Boundary and Topographic Survey dated July 26, 1988 prepared by Concept Engineering, Inc. The elevations are based on the City of Renton Datum. The locations and elevations should only be considered accurate to the degree implied by the methods used. The borings were advanced with a truck -mounted Mobile B-61 drill rig turning a continuous flight hollow stem auger. During the drilling process disturbed but representative soil samples were obtained at 2.5 and five foot intervals. The samples were obtained by using the Standard Penetration Test procedure as described in ASTM:D-1586. This test and sampling method consists of driving a standard two inch O.D. split spoon sampler a distance of 18 inches into the soil with a 140 pound hammer free falling a distance of 30 inches. The number of blows required for each six inches driven is recorded. The number of blows required to drive the sampler the final 12 inches is considered the Standard Penetration Resistance "N" value or blow count. The SPT blow counts are presented on the summary boring logs in Appendix A. If a total of 50 blows is recorded within one six inch interval, the blow count is recorded as 50 blows for the number of inches of Golder Associates December 21 1988 3 883-1487 penetration. The resistance, or N-value provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. The depths of the individual samples are indicated on the boring logs. The borings and test pits were completed under the full-time observation of a staff engineer from our firm. Our engineer examined and retrieved disturbed but representative bulk samples of the soils encountered in the test pits. All samples were sealed to prevent moisture loss, and returned to our laboratory for further examination. The stratification lines shown on the summary logs, represent the approximate boundaries between soil types. The soil and groundwater conditions are those recorded for the dates indicated, and may not necessarily represent those of other times or locations. 4. SUBSURFACE CONDITIONS 4.1 Soil Conditions In general, the soil conditions encountered in our test borings and test pits consisted of the following: • Compact, dark brown to black, fine to coarse SAND some gravel, trace silt, and roots, (SW); and soft, brown, CLAYEY SILT, little sand, trace gravel, and roots (ML), (TOPSOIL). The site has a 0.25 - 1.5 foot thick layer of Topsoil and forest duff in the undeveloped areas. • Compact, brown to black, fine to coarse SAND, some gravel, little to some silt, and debris (SM); and soft to firm, brown to black, SILTY CLAY, little fine to coarse sand, trace gravel, organics, (ML), (FILL). Approximately 12-112 feet of fill was encountered in B-4, the road area on the west side of the existing house. • Firm to Hard, light grey to brown mottled, SILTY CLAY, trace to little gravel, trace to some sand (CL), (SLIDE DEBRIS). The upper approximately five to nine feet of the Lacustrine material appeared to have closely spaced fractures with polished irregular surfaces. This material may have been disturbed by slide movements in the past. We encountered this material in B-1 and HD4. Hard, light grey CLAY, trace to little gravel, trace to some sand, (CL), (LACUSTRINE). Below the slide debris the Lacustrine material appears undisturbed and bedded with fine sand partings. The Lacustrine material extended beyond the depth of our borings at 29 feet. Golder Associates December 21 1988 4 883-1487 e Loose to dense, light brown to grey, fine to coarse SAND, trace to some silt, little gravel, roots, (SM). In the southern portion of the site, compact to dense, sands were encountered to depths of 14 feet in B-2 and B-3. 4.2 Groundwater Conditions Groundwater was encountered in the borings as free water in clean sand lenses at several depths within the relatively impermeable silty clays in B-1 and B-4. No groundwater was encountered in B-2 and B-3. Standing water was noted in several areas in the central portion of the property. The depth to and amount of seepage encountered in excavations on this site are expected to fluctuate with changing seasons and local rainfall. 5. CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on the results of our geotechnical engineering study, it is our opinion the site is generally suitable for the proposed development. Shallow conventional foundations appear suitable for the proposed structures in the locations you have selected as shown on the Site and Exploration Plan, Figure 2. The portions of the site along the eastern property boundary within the approximate area shown on Figure 2, appear to have been involved in past landsliding. The area appears to be generally stable now, however we anticipate that further landsliding is likely in this area if the soils are not properly supported laterally by temporary shoring or structural retaining walls. Site excavations can take place in this area if proposed cuts greater than three feet are supported with soldier pile shoring prior to making the cut or if site grades are maintained or raised by placing fill. The approximate locations of the five buildings shown on the site plan are in agreement with this general recommendation. These and other geotechnical points are discussed in more detail in the following paragraphs. 5.2 Foundations Shallow conventional isolated spread or continuous spread footings may be used if they are founded on the firm to stiff native Clayey Silts and Silty Clays or compact or dense Sands. Spread footings may also be founded in compacted structural fill placed over the above mentioned soils. Footings should not be founded in Topsoil or any soft, loose or organic rich soils. More details of building pad preparation are discussed in section 5.6. We recommend building areas be proofrolled with a large fully loaded Golder Associates December 21 1988 5 883-1487 dump truck prior to constructing foundations. Any soft or loose or organic rich soils identified by the proofrolling should be excavated and replaced with fill material and compacted to at least 95 percent of ASTM D-1557. Spread footings should be designed based on the following recommended values. • Maximum Allowable Bearing Pressure Compact to Dense Sands 2500 psf Firm to Stiff Silty Clays 2500 psf Clayey Silts Existing Fill Unsuitable Compacted structural Fill 2000 psf (at least 95% ASTM: D-1557-78) These values are appropriate for all dead and live loads. A one-third increase is allowable for transient loadings such as due to wind and seismic. • Minimum Lateral Dimension Isolated Spread Footings 24 inches Continuous Footings 18 inches • Minimum Depth of Embedment Depth Below Adjacent Surrounding Grades Interior Footings 12 inches Exterior Footings 18 inches • Lateral Load Resistance Passive Resistance Coefficient of Base Sliding Friction Compact to Dense Sands 350 pcf 0.4 Firm to Stiff Silty Clays 300pcf 0.4 Golder Associates December 21 1988 6 883-1487 These are considered allowable lateral resistance values and include a Factor of Safety. The Passive Resistance values should neglect the top foot of soil unless it is confined by a floor slab or pavement. • Settlement Total Settlement 1 inch Differential Settlement 112 inch Time Rate Approximately 90% during construction. Foundation settlements can be increased significantly if the foundations are poured atop loose or disturbed subgrades. As will be discussed in later sections of this report the proposed bearing soils are moisture sensitive and easily disturbed and stirred to mud by equipment and even foot traffic. Therefore we recommend the subgrade protection measures mentioned in Section 5.6 of this report be used to prevent disturbance of the foundation subgrades and increased settlements. 5.3 Floors Conventional slab on grade floors or structurally supported framed floors may be used if they are supported on the soils discussed above as suitable for foundations. Slabs may also be supported on fill compacted to at least 90 percent of ASTM 0-1557. The slabs should be underlain by a capillary break consisting of at least four inches of clean, free draining sand and gravel or crushed rock containing less than three percent fines based on the minus No. 4 fraction. A vapor barrier consisting of a reinforced heavy plastic sheeting, should be included beneath the slab and atop the capillary break. Structurally framed floors may also be used if a vapor barrier is placed over any areas of bare soil and adequate venting is included in the crawl space. 5.4 Slope Stability The fine grained soils on this site appear to have been disturbed and become fractured by movements in the past. The past movement and fracturing has reduced the intact soil strength to a lower residual value. The area appears to be generally stable now, however we anticipate that further movements could take place in this area if the soils are not supported laterally during excavation. Therefore in general temporary or permanent cuts greater than three or four feet in this area of the site should be supported with soldier pile shoring Golder Associates December 21 1988 7 883-1487 walls prior to making the cuts. Temporary shoring methods such as trench boxes or portable bracing systems will be more appropriate for very short term excavations such as utility trenches. Permanent cut or fill slopes should be left at inclinations of 4H:1V or flatter. Slopes should be protected from erosion by diverting surface water runoff and by placing plastic sheeting over bare surfaces. The slopes should be revegetated as soon as possible after grading. 5.5 Retaininq Walls 5.5.1 General Vertical or near vertical cut slopes greater than three feet high and steeper than 2H:1V should be supported by a structural retaining wall such as conventional reinforced concrete walls, gabion basket walls, or cantilever soldier pile and lagging walls. Cut slopes greater than three feet high in the fine grained soils on site should be constructed with temporary shoring in place prior to making the cut. Recommendations for cantilever soldier pile shoring are presented in section 5.6.2. Near vertical cut slopes less than three feet high or structural fill slopes less than eight feet high may be faced with rockeries. Rockeries should not be used to face cuts in the native silty clays or clayey silts. 5.5.2 Structural Retaining Walls Retaining walls should be designed as conventional, cantilever, reinforced concrete retaining walls supported on spread footings or as an alternative, designed as gabions. Wall footings should be designed and constructed in accordance with the foundation recommendations in 5.2 of this report. If gabion walls are selected, the gabion baskets should be installed one foot below the surrounding ground surface and filled in place with a hard angular rock with particle sizes three to eight inches in diameter. The front face wall should have a one on six batter. We recommend a filter fabric be placed between the gabion basket and the structural fill. Gabion walls may be designed with the lateral earth parameters presented below. Backfill behind retaining walls should be clean, free draining sand and gravel, compacted to a density within a range of 90 to 95 percent of ASTM D-1557. Greater densities in the compacted fill should be avoided as they may result in increased lateral loads on the wall. The design criteria presented below is based on the assumption the wall will be constructed to prevent the buildup of hydrostatic pressures behind the wall and with a flat level compacted backfill slope with no Golder Associates December 21 1988 8 883-1487 surcharge loading. Any loads due to a sloping backfill or surcharges such as vehicles, equipment or materials should be added to these values. DESIGN LATERAL EARTH PRESSURES (Equivalent Fluid Unit Weight) Wall free to rotate at the top: 35 pcf Wall fixed at the top: 60 pcf Gabion Basket Unit Weight (with ballast rock filling) 95 pcf Base Friction: Passive Resistance: 0.4 (Compacted Fill) 250 pcf Compact Sand or Firm to Stiff Clayey Silt 300 pcf 5.6 Earthworks 5.6.1 Site Preparation Site preparation in most areas will consist of stripping all vegetation, surficial materials and six to 18 inches of black organic rich Topsoil from the areas beneath footings, floor slabs and pavements. We expect all the site soils can be excavated with conventional earthmoving equipment. 5.6.2 Cantilevered Soldier Pile Shoring Walls To laterally support temporary excavations for retaining walls greater than three feet high we recommend the cut slope be shored with cantilevered soldier piles prior to making the cut. This type of shoring system uses individual wide flange beams installed in an auger drilled hole and backfilled with grout. The stiffness of the pile and the resistance of the soil below the excavation provide the support for the excavation. The economic feasibility of using cantilevered walls is typically limited to supporting cuts with a height of less than 15 feet. The cantilevered soldier piles must be designed to resist the applied lateral loads from the soils exposed by the excavation. Cantilever soldier piles are not expected to support any significant vertical load and therefore the design embedment should be based on the requirements of lateral stability. Golder Associates December 21 1988 9 883-1487 To resist vertical loads from permanent walls we recommend soldier piles be designed on the basis of end bearing and pile shaft friction below the base of the excavation. Pile shaft friction above the base of the excavation should not be used to resist vertical downward loads. The values presented for end bearing and shaft friction in this section should be used for that portion of the pile below the base of the excavation. The following information is presented as being applicable to soldier pile walls: • Bearing Materials Compact to Dense Sands or Firm to Stiff Silty Clays • Endbearing Capacity 10 ksf • Minimum Depth of Embedment Below Base of Excavation 10 feet • Shaft Adhesion Below Base of Excavation 1.0 ksf • Maximum Pile Spacing 6 feet Typically, soldier piles are installed by drilling a hole with an auger, placing the steel wide flange section in the hole and backfilling up to the base of the excavation with structural concrete. The remainder of the hole is then backfilled with a lean mix concrete capable of transferring the lateral loads between the pile and the soil. Some sloughing may occur in the native soils during the drilling of soldier piles. The contractor should therefore be prepared to case the holes or use drilling fluid in order to keep the amount of caving to a minimum. The contractor should be prepared to install soldier piles through a wide range of soil conditions including dense sands with some gravel and cobbles, hard silts and clays, and fills with possible obstructions. 5.6.3 Site Disturbance If excavations are allowed to become wet, the subgrade can be easily disturbed and stirred to mud. The fine grained soils are very moisture sensitive. To avoid excessive site disturbance the contractor should implement protective measures. These measures should include, but not limited to, the placement of pea gravel, crushed rock or a lean concrete mud mat over the prepared and approved subgrade. We recommend using an asphalt treated base (ATB) to protect all areas which will receive construction traffic. Pavements on areas of exceptionally wet subgrade Golder Associates December 21, 1988 10 883-1487 may require stabilization with rock before the subbase can be placed and compacted. 5.6.4 Fill Materials, Placement and Compaction Native material available from onsite sources is not expected to be suitable for use in compacted structural fill areas due to the natural high natural moisture content and the silt and clay content. We recommend a clean free draining sand and gravel fill material be imported for use as structural fill during wet weather operations. The wet weather import material should contain less than five percent passing the No. 200 sieve, based on the minus 3/4 inch fraction. This type of material can typically be placed in wet weather conditions. We recommend any earthwork on this site be scheduled for the drier summer months of the year. Any fill placed beneath building foundations should be placed in maximum eight -inch loose lifts and compacted to the appropriate 95 percent of the ASTM D-1557 modified Proctor. Fill placed beneath floor slabs should be compacted to at least 90 percent of ASTM D-1557-78. If density tests taken in placed fill indicate compaction is not being achieved, the fill should be scarified, moisture conditioned and recompacted. We recommend a large steel wheeled vibratory roller be used to compact the fill. 5.7 Drainage Control Measures It is recommended that both short and long term surface drainage measures be incorporated into the project design and construction plans. Surface runoff can be controlled during construction by careful grading practices. Typically, these include the construction of shallow upgrade perimeter drainage ditches or low earthen berms, and the use of temporary sumps to collect seepage and prevent water from damaging exposed subgrades. All collected water should be directed under control to a positive and permanent discharge system such as the storm sewer. We recommend footing drains be included in all the building designs where portions of the structure are below grade. Footing drains should consist of a four inch diameter, perforated, rigid plastic pipe embedded in a clean, free draining sand and gravel meeting the requirements of the Section 9-03.12 (4) of the 1984 Washington State Standard for Road, Bridge and Municipal Construction. 6. USE OF THIS REPORT This report has been prepared exclusively for the use of The Axelrod Company and their consultants for specific application to this project. Once the proposed site development plans are finalized, we should be contacted to review our conclusions and recommendations. The exploration has been performed in general accordance with locally accepted geotechnical engineering practice to provide information for the area explored. Golder Associates December 21 1988 11 883-1487 There are possible variations in the subsurface conditions between the test pit locations and in the groundwater conditions with time. We recommend a contingency for unanticipated conditions be included in the construction schedule and budget. Further, we recommend that we be retained to perform monitoring and testing during construction to confirm the conditions indicated by the explorations and/or provide corrective recommendations adapted to the conditions revealed during the work. Sincerely, GOLDER ASSOCIATES IN�C% 61 -0� GV Cr g . aVielle Senior Engineer �t/A&4'w' '0 6&A- David M. Cotton, P.E. Associate Attachment DMC/CCL/jao1349 Golder Associates i I TABLES Golder Associates TABLE I TEST PIT LOGS HD 0 to 0.5 ft. Loose, black, organic, fine SAND and SILT, (SM), (TOPSOIL) 0.5 to 1.0 ft. Compact, light brown, fine to coarse SAND, some silt, little gravel, (SM) No groundwater observed. Test pit terminated at 1 foot, 6-6-88. HD-2 0 to 0.5 ft. Loose, black, fine SAND and SILT, (SM), (TOPSOIL) 0.5 to 1.0 ft. Loose, light brown, fine to coarse SAND, little silt, little gravel, (SW) 1.0 to 1.5 ft. Loose, light gray, medium SAND, little gravel, trace silt, (SP) No groundwater observed. Test pit terminated at 1.5 feet, 6-6-88. Golder Associates HD-3 0 to 0.5 ft. Loose, black, fine SAND and SILT, (ML), (TOPSOIL) 0.5 to 1.0 ft. Loose, gray, medium SAND, some silty clay, (SC) Slight groundwater seepage observed at 0.5 ft. Test pit terminated at 1 foot, 6-6-88. HD-4 0 to 1.0 ft. Soft, mottled gray -brown SILTY CLAY, some coarse gravel, with fractured, polished surfaces on clay, (CL) No groundwater observed. Test pit terminated at 1.0 ft, 6-6-88. Golder Associates FIGURES ,y :� 1#"'����iT'Y+,�����R r�tt� �F^�""'"�' 4.f'. ,yK ►iT6rMv'y,�'•i!�'•n.�t,�iJ` xM.. rµ wk1:�� (� � � .'.,,.. 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FIGURE 1 VICINITY PLAN AXELROD/KENNYDALE RROAC'NG 883-1487-000 OwG NO 10,755 GA'c 12/ 2V 88 O—AN LDS Ao, u,w CCL Golder Associates Legend: s — i * - Number and Location of Test Borings MD-1 - Number and Location of Hand dug Test Pits I- Proposed Building Locations ��- Approximate Area of Slide Sensitive Soils Reference: Renton 91 Apartments Prepared by JohnsonBround design group, inc. 10/7/88 FIGURE 2 SITE AND EXPLORATION PLAN AXELR00/ RENTON 91 APARTMENTS/WA PROJU-r1,c 883-14B7 9351 1212V88 HP CL Golder Associates Inc 1 10 0 APPENDIX A BORING LOGS Golder Associates RECORD OF BOREHOLE B-1 SHEET 1 of 2 LOCATION Kennydale/Axekod BORING DATE 7-1-88 DATUM DRILL RIG Mobile 8-01 PROJECT No. 883-1487 j ` u w p CQ yI e SOIL PROFILE SAMPLES DYNAMIC PENETRATION RESISTANCE BLOWS/FT ■ 20 40 60 a0 w m < ►IEZOMETER OR STA1 PIPE gISTArlLA T10N DESCRIPTION p J g ELE V. pg7 p y � i r BLOWS/ 6 N y u�i > O WATER CONTENT, PERCENT aD P :o 40 60 so DEPTH 0 Backflll 0.0 - 6.0 ft, Firm. brownish 0.0 gray, mottled silty CLAY, little sand. trace gravel, 1 no fractures observed. (CL) 2 1 �SS 3 3 4 3 ■ 4 I 6 6.0 - 16.0 ft, firm, gray. 6.0 6 mottled, silty CLAY, polished fractures with dark brown stalning, (CL) 2 SS 2 3 4 L t ■ 7 3 SS 2 3 3 8 ■ g I i I 10 = iz 10.6 ft. encountered 4 Inch sand lens with free water. 4 SS 4 6 4 IsL 11 12 6 SS 2 4 7 11. 13 ■ 14 15 6 SS 4 6 8 ■ 16 16.0 - 22.6 ft, Compact. gray 16.0 brown, fine to coarse SAND, lithe alit, little gravel, 17 from 16.0 - 16.5 ft. becoming stiff Interbedded gray. mottled, silty CLAY and corrpact, grayish brown. fine ig to coarse SAND. from 10.6 to 22.5 ft, (CL and SW) 7 SS 4 5 g 1 ■ 19 I Greenular filter 20 2010 j DEPTH SCALE 1 Inch to 3 feet LOGGED C. LaVielle DRILLING CONTRACTOR DrWing UnUmlted Golder Associates CHECKED (07 DRILLER Nick Fadich DATE 7-1-88 RECORD OF BOREHOLE B-1 SHEET 2 of 2 LOCATION Kennydale/Axalrod BORING DATE 7-1-88 DATUM DRILL RIG Mobile 8-61 PROJECT No. 883-1487 Q SOIL PROFILE SAMPLES DYNAMIC PENETRATION RESISTANCE BLOWS/FT ■ „� S7WCj FIEZOMETER �p N O YO 40 60 80 ,�„ W OR STANDPIPE WATER''CONTENT. PERCENT DESORPTION >- BLOWS/ S/ INSTALLATION CwPTH &5 ~ pp fD i < s g J to r40 o- 6600 6o 20 16.6 - 22.6 It, Interbedded 20.0 Grpnlar flttaur silty CLAY and fine to Coarse SAND, as described above, 21 (CL and SW 22 T 22.5 - 20.0 ft. very stiff, 22.5 23 pray, moitled, silty CLAY. little fine sand, (CL) 8 SS 3 7 9 ■ 24 25 20 27 9 SS 4 7 9 1: 28 ■ 29 29.0 ft. Bottom of Boring 29.0 30 31 32 I 33 I 34 t I 36 30 37 38 39 40 i DEPTH SCALE 1 Inch to 3 feet LOGGED C. LaVlelle DRILLING CONTRACTOR IkYNng Urdimlted �Q Golder Associates CHECKED DRILLER Nick Fadlch DATE 7-1-88 RECORD OF BOREHOLE B-2 SHEET 1 of 1 • LOCATION Kennydale/Axelrod BORING DATE 7-1-88 DATUM DRILL RIG Mobile B-61 PROJECT No. 883-1482 SOIL PROFILE SAMPLES DYNAMIC PENETRATION RESISTANCE DLOWS/FT ■ j 60 60 PEZOMETER N y Ix 20 40 wOR WATER CONTENT, PERCENT DESCRIPTION ELEV YLORS/ w > m STANDPIPE INSTALLATION DEPTH n r 6 IN O p--1 < w � s < � r 20 40 60 BO 0 Backflll 0.0 - 6.0 ft. Cortpacl, pray to 0.0 dark brown, orange mottling, sandy SILT, (ML), (FILL) i 2 3 1 SS 4 8 1,—', 4 GGraanular Filter 6 — 6.0 - 10.0 ftCompact 6.0 becominI dense, at 7.0 ft, brown, fine to coarse SAD, 2 SS a 12 8 Z` 6 with lift le to some gravel, 1• little silt, (SW-SM) 7 8 �i 3 SS 14 13 1 �: ■ p 10 — 10.0 10.0 - 15.0 ft, Dense, brown, floe to coarse SAND, trace slit, little to trace gravel, 4 SS 13 14 ll l ■ 11 (SW) 12 13 6 SS 10 16 2 L— ■ 14 14.0 ft, Bottom at Boring 14.0 16 16 17 18 19 I 20 I DEPTH SCALE 1 Inch to 3 feet LOGGED C. Layletle DRILLING CONTRACTOR Dr" UnWnled �0 Golder Associates CHECKED DRILLER N. Fadlch DATE 7-1-88 RECORD OF BOREHOLE B-3 SHEET t of 1 LOCATION Kamydale/Axelrod BORING DATE 7-1-88 DATUM DRILL RIG Mob" B-Ct PROJECT No. 883-1487 SOIL PROFILE SAMPLES NETRA ION RESISTANCE DYNAMIC PENETRATION W BLOWSPIEZOMETER e0 90 20 40 tt OR STANDPIPE WATER CONTENT. ANT. PERCENT x w t- LL DESCRIPTION U S ELEV. BLOWS/ M INSTALLATION DEPTH a N U — m 40 YO 60 BO 0 Backfill 0.0 - 14.0 it, Cpa artcl to very .. 0.0 dense, orange, flne to medlurn SAND, trace to little silt, 1 (SM) 2 �. 1 SS 2 7 11 w i ■ 4 Granerular filt 6 2 $S 11 10 1(tj 11 e 7 ' 3 SS 10 22 2 L a ■ 9 10 4 SS 10 11 1 1 ■ 11 12 13 5 SS 9 it 1 �— ■ " 14 14.0 It, Bottom of Boring 14.0 16 16 17 18 19 20 DEPTH SCALE 1lnch to 3 feet LOGGED C. LaVielle DRILLING CONTRACTOR Drilling UnkmIted �Q Golder Associates CHECKED DRILLER N. Fadlch DATE 7-1-88 RECORD OF BOREHOLE B-4 SHEET 1 of 2 e LOCATION Kennydale/Axelrod BORING DATE 7-1-88 DATUM PROJECT No. 883-1487 DRILL RIG Mobile B-01 SOIL PROFILE SAMPLES DYNAMIC PENETRATION RESISTANCE BLOWS/FT ■ DESCRIPTION V } S A C7 ELEV. DEPTH i BLOWS/ 6 W O W er = w w W c O of 20 40 60 60 < PIE20METER w OR ~ STANDPIPE t INSTALLATION WATER CONTENT. PERCENT D ■ T O� 20 40 60 a0 0 Back fIII 0.0 - 12.5 ft. Firm, pray, 0.0 mottled, silty CLAY, trace Cravat, roots and charcoal 1 present, noted a vertical sand contact In sasple 2, (CL), (FILL) 2 3 ■ 1 SS 3 4 4 L- 4 6 6 2 SS 2 4 41.4 ■ 7 8 ■ 3 SS 3 6 9 1. 9 10 i 11 12 4 S S 4 4 6 �— ■ 12 12.6 - 29.0 ft, Flrm becoming 12.6 13 stiff to very stiff with depth Gray. silty CLAY, trace sand. charcoal and roots present, 6 SS 4 9 4 y 1 ■ (CL) id 16 16 8 SS 3 4 8 �: ■ 17 18 7 SS 4 3 6 L ■ 19 20 20.0 DEPTH SCALE 1 Inch to 3 feet LOGGED C. LaVlelle DRILL94G CONTRACTOR Drilling UnWNted Golder Associates CHECKED DRILLER N. Fadlch 1-71 DATE 7-1-88 ` RECORD OF BOREHOLE B-4 SHEET 2 of 2 OCATIOH' Kemydale/Axelrod BORING DATE 7-1-88 DATUM PROJECT No 883-1487 DRILL RIG Mobile B-61 SOIL PROFILE SAMPLES DYNAMIC PENETRATIONRESISTANCE W BLOWS/FT 5� < PIEZOMETER 1Y o s YO 40 60 80 OR WATER CONTENT, PERCENT • z w �. DESCRIPTION ELEV. r BLOWS/ > m -STANDPIPE WSTALLA TION W a < DEPTH ~ 6 N O V =D < J m $ 20 40 eo , so 20 12.5 - 29.0 it, firm becoming 20.0 Backflll stiff to very stiff With depth gray, silty CLAY, trace sand, 21 charcoal and roots present, (CL) 22 23 8 SS 3 6 7 IN 24 Granular Filter 25 fl s 26 27 28 9 SS 7 9 1 y � 1 29 Bottom of Boring. 29.0 1t 29.0 30 31 32 I 33 i 34 I 36 36 37 38 39 40 DEPTH SCALE 1 inch to 3 feet LOGGED C. LaVielle DRILLING CONTRACTOR Drilling Unlimited Q�7 Golder Associates CHECKED DRILLER N. Fadich DATE 7-1-88