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HomeMy WebLinkAbout03147 - Technical Information Report CONCEPT ENGINEERING, INC. � � 455 Rainier Boulevard North � Issaquah,Washington 98027 � � ; (425)392-8055 Fax: (425)392-0108 � � �'1 � TECHNICAL INFORMATION REPORT FOR THE RENTON SATURN EXPANSION LOCATED AT 1201 LIND AVENUE SW, RENTON, WA. 98056 Prepared For: Brian Menard Saturn of Seattle 4100 194"'Street SE, Suite 210 Lynnwood,WA. 98036 (206) 793-6160 Dated: September 26,2003 Prepared By: P�' � � q� � G.o�,S�rC�,�����.� I ��NAl. ��' f�S�(c,s:,�_ *� ���tP�-�'N�►Nc .r.�.r+.r i. r.t74h�,. Q�1 dEv C:�T�`Q�r�t� ��� 0 3 2003 Mark J.Rigos,P.E. �������� CIVIL ENGINEERINGlSURVEYING/LAND USE PLANNING P�`,Projects�2003'�23140'�Engineering'�.Analysis-Calcs'�Documenu�,Word'.TIR'13140.TIR.doc �, _s. ...., ,..,.. � y,f. TABLE OF CONTENTS I. PROJECT OVERVIEW................................................................................................3 II. CONDITIONS AND REQUIREMENTS SUMMARY...........................................................3 ID. OFFSITE ANALYSIS...................................................................................................4 IV. FLOW CONTROL AND WATER QUALITY FACILITIES ANALYSIS AND DESIGN A.Ezisting Site Hydrology...................................................................................5 B.Developed Site Hydrology.................................................................................5 C.Performance Standards...................................................................................5 D.Flow Control System.......................................................................................5 E.Water Quality System.....................................................................................5 V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN.........................................................6 VI. SPECIAL REPORTS AND STUDIES...............................................................................6 VII. BASIN AND COMMiJ1vITY PLANIVING AREAS...............................................................6 VIII. OTHER PERMITS.......................................................................................................7 IX. TESC ANALYSIS AND DESIGN....................................................................................7 X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILTTY SUMMARY � SHEET,AND DECLARATION OF COVENANT...........................................................................7 XI. MAINTENANCE AND OPERATIONS MANUAL...............................................................7 APPENDIX Ezhibit A: Vicinity Map and TIR Worksheet Ezhi6it B: Tax Assessor's Parcel Map, SCS Soil Survey Map, USGS Quadrangle Map, FEMA Map, 1977 Aerial Photo, Offsite Analysis Drainage Table, and Downstream Drainage Map Exhibit C: Storm Drainage Calculations Ea�hibit D: Maintenance and Operations Manual P�.1Projccts1200 312 3 1 40\Enginaring�Analysislala\Documrnts\Word�TlR`.23140.TIR.doc � I. PROJECT OVERVIE`V Saturn plans to lease the 0.44-acre subject site to provide repairs, maintenance, and sales. Saturn o�vns the neighboring sites to the north and west and wishes to expand its operations. Specifically, the • proposed development includes new paving, new storm drainage system, new lighting, and new landscaping. Interior building improvements are to be conducted later. Currently, the site contains a run-down steel building, built in 1967. The site's remaining area is composed of a gravel parking lot, asphalt driveway, concrete slab, and field grasses /minor landscaping. Areas adjacent to and around the building are partially landscaped with several shrubs. Pasture grasses occupy the south portion of the site. Most of the site is extremely flat. Although the very south side slopes at 3' hor.:l' ver. to the edge of SW 12`�' Street. No sensitive areas are onsite. The site's soils were mapped per SCS as urban. Per the 1990(with 1994 revision)King County Surface Water Design Manual (SWD11�, urban soils' hydrologic group is `variable'. We estimated the site's soils aze hydrologic soil group D, since the depth to groundwater was estimated to be less than 6-8' and the soils are probably partially composed of fill. This TIR was prepared at the request of the City of Renton, as noted in their 8/27/03-PreApplication Meeting Notes. This TIR was prepared in accordance with the 1990(with 1994 revisions) SWDM. II. CONDITIONS AND REQUIREMENTS SUMMARY The project does not have condirions of preliminary approval, variance conditions, or SEPA mitigating condirions. But, the SWDM's Core and Special Requirements are addressed below. The 7 Core Requirements are as follows 1. Discharge at the Natural Location - The site contains one natural drainage basin. Currently, in �', large storm events,runoff sheetflows south onto right-of-way(SE 12'� Street) and is collected by ' catch basins in the north gutter line. In the proposed condition, the site's runoff will be tightlined ' directly into one of the same catch basins. ' 2. Offsite Analysis-An offsite analysis is included in Section III. 3. Runoff Control- The project is exempt from runoff control requirements (see Section IV.D). A bio-filtration swale is designed for water quality treatrnent in the site's southwest corner. 4. Conveyance System - The onsite conveyance system was analyzed and designed as discussed in Section V. 5. Temporary Erosion and Sedimentation Control- A TESC plan has been designed and represents the minimum measures necessary during construction. 6. Maintenance and Operations-The system will be privately maintained. M&O requirements are included in the Appendix. 7. Bonds &Liability—We are unsure if the City of Renton has bonding and liability requirements. The following 12 Special Requirements are addressed as follows: 1. Critical Drainage Areas — The site is not located in a Critical Drainage Area. T'his special requirement is not applicable. , 2. Compliance with an Existing Master Drainage Plan —To our knowledge, this site is not located in a Master Drainage Plan. This special requirement is not applicable. 3. Conditions Requiring a Master Drainage Plan—The project is not a MPD, subdivision, PUD, or greater than 500 acres. This special requirement is not applicable. P�\Projects12003123 1 4 01EngineeringlAnalysis-Ca1cs�Da;mno¢ts\Wordt77R123 740.TIR.doc 2 J 4. Adopted Basin or Community Plan — The site is not located in a Community Basin Plan. This special requirement is not applicable. 5. Special Water Quality Controls—The project does not propose more than 1 acre of impervious surface. T'his special requirement is not applicable. 6. Coalescing Plate Oil/Water Separators — The project does not propose more than 5 acres of impervious surface. This special requirement is not applicable. 7. Closed Depressions — The site is not upstream from a closed depression. This special requirement is not applicable. 8. Use of Lakes, Wetlands, or Closed Depressions for Runoff Control—Lakes, wetlands, and closed depressions are absent from the site. This special requirement is not applicable. 9. Delineation of the 1 DO year Floodplain —The project is not located in a flood hazard area. This special requirement is not applicable. 10. Flood Protection Facilities for Type 1 and Type 2 Streams — The project dces not contain a stream and flood protection facility. This special requirement is not applicable. 11. Geotechnical Analysis and Report—The project does not propose a pond or an infiltration system and does not propose to modify flood protection facilities. This special requirement is not applicable. 12. Soils Analysis and Report — A soils report has not been prepared. No structural work to the building is proposed. This special requirement is not applicable. . In summary,no special requirements apply to this project. III. OFFSITE ANALYSIS Upstream Tributary Area: South of the site is SW 12'�Street and east of the site is Lind Avenue SW. Both public right-of-ways are depressed from the site. West of the site is a parking lot that has its own storm drainage system. North of the site is a 16' wide alley that also has its own storm drainage system. As a result, the site does not have an upstream tributary area. Downstream Anal,ysis: A field review of the downstream condirions was performed on September 11, 2003. It was raining and approx. 65 degrees. The site is located in the Green River Drainage Basin and the Black River Drainage Sub-basin. The nearest drainage course is Springbrook, approximately %z mile to the west. In large storm events,the site's stormwater sheetflows south onto SW 12't' Street. The following downstream analysis is shown in the Offsite Analysis Drainage Table and Offsite Drainage Map in the Appendix. On the site, surface water sheet flows across the south property line and onto the proposed sidewalk R-1. From point R-1,the surface water sheet flows over the edge of the sidewalk and onto SW 12�' Street to the nearest/lowest catch basin (CB#A), R-2 (approx. 7 feet). Once in CB#A, stormwater flows south in an 8" dia. pipe crossing SW 12� St to the next catch basin (CB#B), R-3 (approx. 38 feet). From R-3, runoff flows east to the next catch basin (CB#C), R-4 (approx. 22 feet). From R-4,runoff is conveyed by pipe(R-5) to a ditch (R-6)running south parallel to Lind Ave (approx. 35 feet}. Once in the ditch the water appears to infiltrate with in the first 10 feet. However, if conditions change it will continue to flow down the ditch to a 12" dia culvert (R-7) and into what appears to be a WSDOT wet pond, R-8 (approx. 350 feet). From R-8 the runoff will be conveyed by 12" pipe R-9 (approx. 25 feet)into a second storm drainage pond R-10,which appears to be a infiltration pond(approx. 10 feet). The outlet pipe to R-10 was not observed so the downstream analysis ended approx. 660' feet from the site. P.�Projects12003��,23140\Enginecring'�Analysis-Calcs'�DocumrntslWord'�TIR�23140.TIR.doc /. Resource Review: We contacted King County Surface Water Management to find out if they had received drainage complaints '/4 mile downstream of the site. They had no records of complaints. King County Sensitive Area Map Folios did not have information on or surrounding the site either. IV. FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN A.E�sting Site Hydrology The existing site's conditions were analyzed using the Santa Bazbara Urban Hydrograph(SBUH) method. Specifically, we used the computer program, HYD. The existing site consists of a steel structure, gravel parking lot, concrete slab, asphalt driveway, small landscaped area, and field grasses. In current storm events, stormwater sheet flows onto SW 12`� Street, ponds on the site, and/or evaporates. Per SWDM 1.2.3-2,Sites with No Existing Approved Drainage Systems: The "existing site conditions" are defined as those that existed prior to May 1979. A 1977 aerial photo is attached in the Appendix. The aerial photo shows the 1977 site conditions are nearly the same as today's conditions. Analysis of the existing site is based on the following criteria: Site Area= 19,064 square feet(0.44 acres) Impervious Area=7,463 sf(0.17 acres) Building=4,056 sf Asphalt Driveway= 1,910 sf Concrete Slab= 1,497 sf Impervious CN=98 _ Pervious Area= 11,600 sf(0.27 acres) Gravel Parking= 10,342 sf; CN=91 Grass/Landscaping= 1,258 sf; CN=92 Pervious CN(Averaged)_(10,342*91 + 1,258*92)/ 11,600=91.1 Time of Conceniration= 1.51 minutes(see Appendix) B. Developed(Proposed)Site Hydrology The site was analyzed for the proposed site conditions using the same HYD program. The site will be approx. 90% impervious in the proposed condition. Analysis of the pro; conditions is based on the following criter i a: Site Area= 19,064 square feet(0.44 acres) Impervious Area= 16,186 sf(0.37 acres) � Building=4,056 sf ' Asphalt Parking= 12,130 sf I Impervious CN=98 �I Pervious Area=2,877 sf(0.07 acres) ', Grass/Landscaping=2,877 sf ', Pervious CN=92 �I Time of Concentration=3.41 minutes(see Appendix) ' P:1Projects�2003�231401EngineeringUnalysis-CalcslDoaanprtslWord�T[R�23110.1'IRdoc r'f C. Performance Standards The project is required to undergo Drainage Review through SWDM, as noted in the City's 8/27/03-PreApplication Review Comment Letter. Applications of the Core and Special Requirements aze noted above. D. Flow Control System Per SWDM 1.2.3-5, an exemption is allowed from onsite peak rate runoff control if there is a negligible peak runoff rate increase. If the proposed project site post-developed peak runoff rate for the 100-year, 24-hour duration design storm event is less than 0.5 cfs more than the peak runoff rate for the existing conditions,then peak rate runoff control is not required. Per the storm drainage calculations in the Appendix, the existing 100-year, 25-hour runoff rate is 0.47 cfs and the proposed 100-year, 24-hour runoff rate is also 0.47 cfs. As a result, since there is less than a 0.5 cfs increase in the peak runoff rate,the project is exempt from flow control requirements. E. Water QuaGty System Since the project proposes more than 5,000 sq. ft. of new impervious surface area subject to vehicular use, bio-filtration is required. A bio-filtration swale is a vegetation lined channel with the runoff treated by flowing at a shallow depth and relatively slow velocity through the vegetation. The bio-filtration design flow rate is the peak rate of runoff for the 2-year, 24-hour duration design storm event. The bio-filtration facility is sized based on the proposed conditions. The bio-filtration swale is 9' wide(3' base width), 2:1 side slopes, approx. 90' long,0.5% sloped, and shall be planted with emergent wetland vegetation. Bio-swale calculations are located in the Appendix. V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN Several storm drainage conveyance pipes are proposed to convey stormwater away from the site. The largest onsite pipe is 6"diameter. The pipe is sloped at 0.5%with a Manning's ccefficient of 0.012. Per Manning's Equation, the conveyance capacity is 0.43 cfs. SWDM requires new pipes to convey the 25- year, 24-hour flow. Since approximately 75% of the site (building is not tributary) is tributary to this pipe, the 25-year, 24-hour storm event's peak flow is 0.32 cfs. In summary, the conveyance capacity exceeds the required conveyance flow. VI. SPECIAL REPORTS AND STUDIES No other studies have been prepared. VII. BASIN AND COMMUNITY PLANNING AREAS P�.'�Projecu�,200 3123 1 40'tEngineeringWnalysis-Caics'�DocumrnGs�N'ordtl'IR'13140 TIR doc � To our lrnowledge, the site is not located in basin and / or community planning areas with special requirements. The site is located in the Green River Drainage Basin and Green River Community Planning Area. VIII. OTHER PERMITS A construction permit is required for proposed improvements. A right-of-way use permit might be required for the new storm drainage connection in the right-of-way. IX. TESC ANALYSIS AND DESIGN A TESC Plan was prepared for this project. The TESC design complies with SWDM's Core Requirement#5. The TESC elements are addressed as follows: 1. Clearing Limits: Clearing limits are delineated on the TESC Plan. 2. Cover Measures: Cover measures are addressed in the TESC Notes. 3. Perimeter Protection: Perimeter protection (silt fence) is shown on the TESC Plan. The appropriate clearing limits will be flagged. Since construction could occur during the wet season, 50' of additional silt fence will be provided onsite. 4. Tra�c Area Stabilization: A stabilized construction entrance is shown on the TESC Plan. 5. Sediment Retention: Due to the site's small site, silt fence should be sufficient. 6. Surface Water Control: T'he bio-swale will be constructed soonafter construction commences. In the meantime, the parking lot will continue to function as it has for 3-4 decades. Silt fence will also be provided. 7. Dust Conirol: Dust control by sprinkling will be utilized as needed. 8. Wet Season Construction: Wet season construction requirements are detailed in the General Notes and Recommended Construction Sequence sections. 9. Construction within Sensitive Areas and Buffers: Sensitive areas are not onsite. 10. Maintenance: Maintenance requirements are detailed in the TESC Notes. 11. Final Stabilization: Final stabilization by permanent seeding is included in the TESC Notes. X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET,AND DECLARATION OF COVENANT If required by the City, we will prepare a bond quantities worksheet. A retention/detention facility summary sheet was not prepazed since a detention/retention system is not required. A declaration of covenant will be recorded,if required. XI. MAINTENANCE AND OPERATIONS MANUAL The storm drainage system will be owned, maintained and operated by Saturn. Please see the P.\Projec[s�2W3���3140',Engineenng�Analysis-CalcsiDocuments'.R'ord',TIR'Q313G.TIR.dce � Maintenance and Operations Manual, located in the Appendix. Basic theory of operation: as storm events impact the project site, stormwater will sheet flow across the asphalt into several catch basins. Stormwater will be routed via 6" diameter pipe to a bio-filtration swale for water quality treatment, located near the southwest property corner. Following the bio-swale, stormwater is routed to an existing conveyance system in SW 12�'Street. 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' , ... . c .`�! , r ^ dyW 559 33S , .. � \`J �� .�:��`:....��.�� , �� . _._ ..,,-w"°�..�:;a,y ` +,`t --- .. _ -- _ aa� `�.::.� __ Page 1 oi 2 King County Butlding and Lend Development Divislon "';��._� TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - • • � - • • � • - • � � • Project Owner �'I A R G V E���-� G o�`� ! Projeci Name �f^�N S Aiun�l E'�nANs��,,, Address �2�� L i N�J AVf'W E SW ���1�`v, �rA- 98355 Location Phone��5�� �5 S- 313� Township 23 NORT a � R�9e � �'A S, ProjeciEngineer Mf��� ���05, ��,�NLEOT E�✓�, Company 4s5 Rn�N�ER gl✓� Nf lSSfiC�JA�!. v✓A.q$Jz� �ion �� Project Size D-�i 5 A c2�s. AC Address Phone ��z� �92-`�055 Upstream Drainage Basin Size b a��r5 AC . • • Q Subdivision � DOF/G HPA 0 Sho�eline Management � Shon Subdivision � COE 404 C� Rodcery � Grading 0 pOE Dam Safeiy � St�uctural Vaults Q Commercial � FEMA Floodplain � Other Q Other � COE Wedands � HPA . � . - - Communiiy �..y G���N �►✓�� G�MM�r��tY PGaNaiNb A�ce� DrainageBasin G���N ����_2 M���2 ��c��t�Gi �,��?�1 . Q Rive� � Floodplain 0 Stream 0 Wetlands 0 Critical Stream Reach � Seeps/Springs � Depressions/Swales (� HighGroundwaterTable 0 Lake � Groundwater Recharge 0 Steep Slopes � Other 0 Lakeside/Erosion Hazard • Soil Type Slopes Erasion Potentiai Erosive Velocities VR3AN -ASS�ME� OqRTL`f FILL • � �". � Additional Sheets Attatched 1/90 Page 2 oi 2 King County Building and Land Development Divlsion TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . � � . . � REFERENCE LIMITATIOWSITE CONSTRAINT [� Ch 4-Downstream Anatysis No n�E I�N�r✓� . a a 0 0 0 (� Additional Sheels Attatched � MINIMUM ESC REQUIREMENTS MINIMUM ESC FiEOUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION � SedimeMation Faalities � Stabilize Exposed Surface � Siabilized Consiruction Enirance � Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control � Clean and Remove All Silt and Debris [� Clearing and Grading Restriciions � Ensure Opera6on of Permanent Facii'dies � Cover Practioes � Flag Limits of NGPES (�I Construction Sequenoe � Other • 0 Other � � � Grass Lined Channel 0 Tank 0 Infiltration Method of Analysis � Pipe System 0 Vault � Depression 5���7 � Open Channel � Energy Dissapaior � Fbw Dispersal CompensationMlitigation 0 Dry Pond O WeUand � Waiver �of Eliminated Site Siorage 0 Wet Pond � Stream � Regional Dete�tion Briet Description of System Operation �o:����"=Y ,4�;� !.�� �'.Y ib t�` 4F- P�i<'+�v t �?� t:_.,4�: r �� r�� �"���r`,q-�!:o �,�;' � Facility Related Site L(mitations � Addibonal Sheets Attatched Reference FaciAty Llmitation S . . Q D�ainage Easement 0 Cast in Plaoe Vault 0 Other 0 Access Easement O Retaining Wall � Native Growth Protection Easement ' 0 Rockery>4'High � Tract � Structural on Steep Slope 0 Other ' � ' • -• � 1 or a civil e�gtnear under my supervis(on have visited the site.Actual � :' ` � attatchments.sTo U�e bes o my kn w edge the inio�rmation pr videdd the {Ql'� '� f�� fr� '�,� 37���u �I � � here is accurate. r s,��.e�cN. 1/90 E�hibit B: Tax Assessor's Parcel Map, SCS Soil Survey Map, USGS Quadrangle Map, FEMA Map, ' �'''' ` �_.;�' nl•�~�� �"'r. :� Analysis Drainage Table, and D �, . .,� .� _ �,.s� � . �,:.;aib. ,.�g; i i � i i P�Projats�2003'Q3140\EngineeringWnalysis-CalcslDocumenis',Word�TIR�231S0.TIR.da 3.L15 � • ` �` �cbxs [� rtc . - --�cz� I- S iL2-S►-s• -' �� - - � 4y�s � °a S � . � .f� ,�4 -I� : o �__ �r ••a� h s�= .� ��ia� 4tj 'U e ff \ O A� ox • �,. .. rp�y—K� S= ._ . �t� • °� r ' r� ,., �� � ,Jt�is'' �s ` m. 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DEPARTMENT OF AGRICUITURE �i SOIL CONSERVATION SERViCE O I L I / O� KING COUNTY AREA,WASHINGTON SOIL LEGENO The Rn�cov�rol le��e.I+�M+n+�Wt ax d rhe se�l mm�. A��cord capnol Muw, �.6,C,�,E,>F,ind�ea��+�M eh�e d daq. Sy.bels wUhan e�lop�I����r >�Ows�doealy Iwd wila. SYYBOL NAME n�.�..i�.�,���..�ai................ SIble............................... � .4g8 Alden.00d q.avelly so.dy leem,0 to 6 pe.c.nf•lop.. A9C Alderwood q.awlly swdY ImT,b ro 15 v�c�m•taps• Crn,nrr.Par�s��,m�.,i��hi�,.... ApD Alde�wood qrw.11y.adY Im�n,IS te 30 v�rc.m slop.� (-i„11 row,.sF�u,r*Kt��,��« � ALF AW�rwoed and Kirsap�oll�,vnY+rwp AmB Annr�,Ald�rweod mae�r1e1,0 eo 6 p�rcwN slop��• Inc�rwru�.d cUy,�Illm.,a. A�nC Annfs,Alduweed merMol,6 ro IS yrc�n��lep��♦ M b�m�,Evw�n�mrMal• . t7ese..an�u��nom.,al..,io� BeC Bwuaih qrowllY sandY loom.6 lo IS v.rc�.d tlep.s $...ell po.k,c<me��rY,airn�w�, B.D Bwvsin qrowlly wdv loam,15 te 30 pwc�nr tlop�s .__,_._.. _. dr wo�n���grow��y wrwY��,W�o i�p�re�nr ilopi+ Bh B�Illnqhoin�Ilr loom � To..�.sh�p...a�.qv li�,..,Un���d�.�a,��.�d• & Bruca s�le loom - � Bu Buekky�Ilr Iwin � i,�..��51���v ro�.0 li.r.a��r�..�,�.��c I.<ai�� . . Cb Cm�rol Ba«M� � � . .. ����^1�^e�u���ed Srmes la�,d�sw.•y....... Sacnm lim,el+r•o.imare IaoN.�............. Ea Exlmern�II�leoe � Ed Edgewick Iln�sordv Imm -� Township I�.�e,.�c.i U.���ed ya�e.lond s��.,,�, � - EvB E�wen qrovelly sandy loony 0 to S qrc�rM�lop��- - . E�C Ewr�rt pmvdlv w�dy laam,Sto IS pwc�nf�lapi ��nor�I�oe...a U�.ued S�o�es:��d s..�v.. � Ev0 EY+rerr qrovdlv wndy laon�,15 ro 30 p�rcw�t�lopi� � Se<r�m ca.�n,fo.i.�d a.d�rdica:ed............. . EwC Ewrott•AlMrwood yrav�lly wdy Imm�,e�0 15 p�rcaM��ap� P.:n�.lwy.�.�.�me..�:la�d ao.�r.�.d.nl.e...... InA Indlmoh Immy fi'r wnd,0�0 4 qrc�M slop�� '�.. InC 4dionolo leamy flrw•ond.A ro IS pa.c•nl•lop�s � U.��red Sro�es�.�ne.ol�.I„cn�io-,m�...,m..�e.. InD Indianola Immy fi,w�and,IS ro JO p�r<�ne►laps KpB KIr�aO s11r loom,$re 8 pwc«n�lap�a R�,�Idi��gc(dwellina.nluce.�f�nl,l�.y��.,�,�.�, KpC Klrwp��Ir Imm,E re 15 pNc�M dap� KOD Kumv�Ilr lee�n,IS�0 700��nt�lep�� Sch..,l.chvch,md<eme��.�.................... KaC Klan 9rav.11y Ioo�Y swd,6 re 15 p.rc.nt�lop• Bvildhpc�n,..w.h.nn..�rc 1............... - Mo Mixd ollwlal lond Po..e.nm�s.��ss�o.�H„e........................... N�C Neilrm wryyrov�lly loemp wrd,2+o IS p«e«�f�lap�a Telef�+�li��e,�ip.l�...,eic.(l�beled as eo Ng N�wberq sib Imm Nk Noekaock Nlr leo�n W.11.rnher�Im..mr(lat,.��.d..s rn�y�+).... Na Nvmo sardy Imm Ten4s:oil,.,o�e.,e�a.(InIMI.>d �+ro�viYl... - Or Oreo�pwr L«o�ed o.Iad�ur4.blHr;wl.,lmfll........... Os O�d:a sllt lean OvC Ovall yrovdly ioom,0�0 15 p�rcw�t a lop�s WD Owll ynvIly loom,15 ro 25 pwe.ne slop.s OvF Owll qrovdly loom,4p to 75 pac�nr slop�s H.n�zomal v.d�..�Icol c.,mr,d.mr..��. Tal.ler,sMrn IeNel el..roi��.�.._............. Pc Pikhuck loamy Rn wrd Pk P�khuc4 fin��endy Imn Or6e.•e<o.erabl<�.vt,sp�n�le�.l ele..r�� Pu PupN alky c1aY loem Py Pvyellvp hn.w,dy loom Ilni:or�rol cor.�r�l s�ario.���eble,ver���a�,��.- RaC Rayrw flrw w�dy leom,6 ro 15 pa<.nr•top.� Mr r�eo�e.ahl��o.k,oer���o o.�t.�..i� RaD Rapnor f�n�wndy lmn,IS to 25 p�re�n��lop�� Ver�lcal canvol srn�k,,,:�obleq .ptrir level�I� RdC Ropner-Indbnela m�xbns�.�lepinp� RdE Roqnor-Irdhrwb a.soeMlm,nad�raf�ly fn�v• O�I.e�.ecwrable mo.4,svhi�,le.�el elevai;. R� R�nton sllr loon � Rh R7vwwosh Checked si.o�ele.ar�.............:................... Unchecked sprM elevation ond w�.rer elew�lm. Sa Sobl�Ilr loam $h San�wwl�h allr loem Sk $eorrl�muck $m Shol<s muck r Sn $i sllr loam So Sndwmish slh laa� S Swhomi�h rik loom,MIeM aurlac�verlaM Su Sulten allt loa�n � Tu Tukwlk nuck ' , � lk lMban knd � . . we Wwd�mdll.a�lr loom . •TM compwNlon of rMa�unln Is mor�verkb4 fhon Nw�eF 1M ethin . .. In rh�one,bue N hos 6��n eonrroll�d wyll�nwph to Mt�rpn�(a tM �xqcr�d uw d�M�olb. 4 3 i I ' lnsets,sheet 4 f �u�ia «roo• . _ _ � 8NOHOMIBH __ COVNTY I � _ __ N - -- - - — --- -- -- ea�n • ..�.�w `\ aD � / + s I c 1� / So� �5 iN Fo. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 � CN pointsl. However, hi�h CN areas should not be combined with low CN a�eas (unless the low CN a�eas are less than 15% of the subbasin). In this case, separate hydrographs should be gonerated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL CROUP 4F THE SOILS IN KING COUNTY HYOROLOGIC HYDROLOGIC SOIL GROUP GROUP• SOIL GROUP GROUP# Aldervvood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovalt C Beausite C Pilchuck C Bellingham D Puget D Brlscot D Puyaltup B BucMey D Ragnar B Coastal Beaches Variabie Renton D Ea�imont Silt loam D. Riverwash Varlable Edgewick C Salal C Everett A/B . `Sammamish D Indianola A Seattle . O Kitsap C Shacar D taaus C Si Silt C _ Mbced AllWial Land Variable Snohomfsh D � � Neilton A . SuIWn C Newberg B Tukw�a Nooksack C = Urban ��r e Normai Sandy Loam D � Woodirn�le p HYDROLOGIC SdIL GROUP CLASSIFICATIONS A. (Low runoff potenttaQ. Soils havinp high infittratbn rates, even when thoroughly wetted, and consisting chieffy of deep,well-to�xcessNely drained sands or gravels. These sotls have a htgh rate of wate� , transmissio�. ; . 8. (Moderately low runaff potentian. Soils having moderate infiltration rates when thoroughly wetted, and � consisting chlefly of moderately Me to moderately coarse textures. These sops have a moderate rate of water transm(ssion. C. (Moderately high tinoff potentia�. Soils having slow inf�tradon rates when thwoughty wetted,and consisti�g chiefly ot sa'Is with a layer that Impedes dowrnvard movement of water, or sops with moderately fine to Me textures. These soils have a slow rate of water transmisslon. 0. (High runoff potentfal). Sods having very siow tnf'li tration rates wtien.thoroughly weKed and consisting chiefly of day soils with a high swelling poter�ti�l, so�7s with a permanent high water table. so�s with a hardpan or clay laye�at w near the surfac�, and shatlow soils over nearty impervbus material. These so0s have a very slow rate of water transmissbn. ' From SCS,TR-55, Second Edition,June 1986, Exhibft A-1. Revisions made irom SCS, Soil Interpretatfon � Record, Form �k5, September 1988. : �� . � 3.5.2-2 11/92 ���'�, UNITED STATES I °�;ATSF DEPARTMENT OF THE INTERIOR �[_SGS Q VA� �A Q y�`�� GEOLOGICAL SURVEY °�F A `122° 5' ( _ Y�b30� 55���E i FZ Q E fZ.S � �3E4TTlk fC7TY F�O�)i!7 hfl I �� � ��.�� � ��* ' ��r ��� ; 1 � � � 1�3� 6 M7 70 If�TERSTATC 9p . ., '. .' .� � . � j B rt��' � ` ���r±•�' I�\ �\•��� ' �` ZI '� ��5 e t � r" ° r"�� �:��� � j� .,� y�;� ' ������ „a� .�. �:i'' ti � . -' �:r � �} � � " r"+� `':;�� 1� u -g �� ';:�� = t � � � { '� � � � � :S ��,•'•� _;, �,\ � ` '�, !�' '`��� 1 t� . � ����` .__ � �� �• SUDx t �p��ti' `.3,',.,t �':� A,�'1 `'�e ��� .le� FK .` � ��.' 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' � ,� � � �� � � ` , ^h .r � .,_.�� �I . ..� . .. � ::� ��� OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement#2 Basin: Green River Subbasin: Black River Nearest Drainage Course: Sprin�brook Creek Symbol Drainage Drainagc Component Slope Distance Existing Potential Observations of field inspector Component Description (approx.) from Site Problems Problems Resource reviewer or resident Type, Discharge Name and Size See map Type:sheet flow, drainage basins,vegetation,cover,depth, % 1/4 mi=1,320 A Constrictions,under capacity,ponding, Tributary area,likelihood of problern,overil�,�� swale,stream, type of sensitive area,volume overiopping,flooding,habitat or organism pathways,potential impacts channel,pipe, destruction,scouring,bank sioughing, pond;Size: sedimentation,incision,other erosion diameter,surface area R-1 Sheet flow Flows offsite over proposed 20-30% 0-5' Sidewalk not yet Runoff currently infiltrates,becausc curb sidewalk and curb installed blocks runoff's ath to utter line. R-2 Gutter flow Flows to closest CB#A 0-2% 5-7' Assumed sidewalk is installed R-3 8"diameter CB#A to CB#B 0-2% 5-43' Water surface 4"below grate at time of pipe Analysis R-4 12"diameter CB#B to CB#C 0-2% 43-65' Water surface 4"below grate at tune of pipe Analysis R-5 18"diameter CB#C to pipe to drainage ditch 0-2% 65-100' Ditch inlet Ditch inlet is clogged with grass,dirt, pipe clogged and/or debris. R-6 Open channel Ditch flows toward WSDOT storm 0-2% 100-450' Ditch overgrown Water flowing into ditch infiltrated flow drainage ponds. with 8-10'tall within the lg` 10 feet of the ditch. blackberry bushes R-7 12"dia.pvc Pipe conveys drainage ditch water 0-2% 450-475' pipe to WSDOT storm drainage (appears to be first cell,wet pond)facility. R-8 Appears to be Water flows through WSDOT 0% 475-535' City had no asbuilt info.on these wet pond approx.40' wide x 80' long wet detention ponds. Wetpond was dry. pond. R-9 12"dia.pvc Pipe conveys water from wet pond 0-2°/a 535-560' pipe to second storm drainage(appears to be second cell,infiltration pond) facili . P:\2003\23140\Engineering\Analysis-Calcs\Documents\Word\TIR\23140.D�ainac�eTable.doc R-10 Appears to be It appears runoff is supposed to 0% 560-660' Emergency If ponds overflow,then water could infiltration infil�rate in approx.20'wide x 100' overflow spillway overflow into Walker's Renton Subaru. pond long infiltration pond,which is not observed The ditch between I-405 and Subaru is surrounded by Ecology blocks. elevated compared to Subaru's parking lot and thus ma not function ro erl . R-11 No outlet Pond outlet pipe not observed- N/A 660' Unsure if storm In extremely large storm events,runoff END DOWNSTREAM ANALYSIS drainage faciliries may sheet flow north into Subaru were sized for parking lot or south into drainage ditch. upstream tributary ' area. P:\2003\23140\Engineering\Analysis-Calcs\Documents\W ord\TI R\23140.DreinageTable.doc � - ----�V .::� �,y,�� __ �{�t;FT – � . '�0 3' � r 5�7•ze.:, A . ' : Y ''� � ' �, �---r .��� � , - 7: r� '_ �t P p Y � _ �. � �:. �� z° 'g r� ���� � , 4 t� 'Lr �4D � �. - ' s Y . � Z � �• v wA � .se �n �9 �,� z7 � y p A�• b�Et �r1� . ���I�r'r"�s 3! 3° �' �Sr� � ,�x�o� ., 3a 1 � 4;= �� . I ' � � i""�" � �� Z. � afir '''` � 'S 0 � ;"�.. -� �' '�, y a' o a .� 4�'�' � „i r � i . - ,r�.� �` t 6 4-'r i �ti yx;' i' q, ' � ' � 0 �� � d ��3 � � • ,'Q r.; t �. � � ,--""� E �j. � a� f � ����,y,�K I •� p 7 �g �9 <,T�n,. �_ S�p� 1b4e � Z r,s �'E' '� ��` �� �� r '� �- � • � �� �a R1 � � ' ,, � 4�►, � 3Z '..'.. � ' S ' b . a �s; �� �a r. 3� S '�• R�3 � �, R— . � .�. .. �' 3+� 3 . .. ro ' ; 2 . . 11 �a � , rti � � t� � . . , ` �}�� w , �� 23 �j.2 Yj [ ^ r1 . . �• � � � « .� Za- og i� �ti'�l � 1 � . � 3v ' 2'� ��' ya6 5� e�� � �'\ � ,�� � � ,o s, � � e� � ' �J ,, �s 3r 3" y� � f.y-� � ' � ^ .. �..n . 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'' ., 0 9 � e ,��w � A �o �i w S Do-r= � � S� 1�. ,'�15� 1i��° �-5 r�- �3 ��' '`w,E°ar r .wg rRoN� •. : • • ' � � I p T'N �o r i S b 1��'�►�1 " i �- � � 1 i I .� • 7i � � �� � ` �oN A 43 w' , _ ., __ � w � a.�� � z . . . � - ....--.—� .,-- � - �fo5 ,�'; �� � SCALE=N1S � f � _ _ . _ . � O�FSITE DR�'JNaL-,E N►PP '.y �;, , R�NTa� 5,�-N�er� Ex�s�oN - - - `_. .' . , �. � -� +9 r► .� �8 : _' 3 I Exhibit C: Storm Drainage Calculations P:�Projcns120031231401EngineeringlAnalysis-Calcs\Docurtknt�llVordlTlR'J3130.TIR.doc �o1LS 1 N �o. �nrL S1'oQM C A< <u�Art`»S KINa COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2[3 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS � . •� SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agrict�tural, suburban and urban land use for Type 1 A rainfall d(stribution, 24-hour storm dUration. CURVE NUMBERS BY HYDROLOGIC SOIL GFiOUP LAND USE DESCRIPTION ' A B C D Cultivated land(1}: winter conditio� 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasiure: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 8t � � 94 Open spaces, lawns, parks, golf courses, cemeteries, lan�iscaping. good condition: grass cover on 7596 or more of the area 68 60 86 g0 fair condition: grass cover on 50% ' to 759G of the area 77 85 90 92 , Grdvel roads and parking lots 76 85 89 � Dirt roads and parking lots . 72 82 87 8g � Y j " ��,� . i Impervious surtaces, pavement, roofs, etc. 98 98 98 98 i Open water bodies: lakes, wettands, ponds, etc. 100 100 100 100 Single Family Residential (2) � Dwelling U�it/Gross Acre 96 Impervious (3} 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selecied � 2.0 DU/GA 25 , for pervious and 2.5 DU/GA 30 . _. , (mpervious portion 3.0 DU/GA 34 of the sfte or basin 3.5 DU/GA 38 4.0 DU/GA 42 : : ' 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 ' Planned unit developments, 96 impefvioUs condominiums, apartments, must be computed commercial business and industriai areas. � (1) For a more deta7ed description of agricultural larxl use curoe numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. . (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. �.J'``-► � 3.5.2-3 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2C "n" AND "k" VALUFS USED IN TIME CALCULATIONS FOR HYDROGRAPHS 'n;Sheel Flow Equatlon Manning's Values(for the Ir�Nlal 300 h d Irevel) n,' _� Snwdh suAaces(concre�e,asphal�,yravel,or bere herd packed adl) O.Ot t fallow fields a looae sot surlace(no re�idue) 0.05 Cukhrated�soi wflh resldue cover(a c.0.20 h/f1) 0.06 Cultivated aoA wNh res�dus cover(3>0.20 R/h) 0.17 Short prairie grass and lawns • 0.15 Dense grasses a•2� g�muda yra,qa 0.11 Ra�pe(netural� 0.13 Woods or laest wRh IIgM underbrush 0.10 Woods a brest wUh dense underbrush O.BO •Mamkq values la sheet Aow only,from Overton a�d Meadouvs 1976(See TR55.1986� 'k'Values Used In Travel Twne/Tkne o(Cor�er�atbn Cala�atlons I Shallow Ca�cerxrated Flow (After the kdtial 300 R d sheet bw.R�0.1) k� �I 1. Fwest wkh heavy pround Ikier and meadows(n.0.10) 3 2. Bnuhy prqxd wqh some bees(n�O.OfiO) 5 3. Fallow or mNmum lMlage ctllivatbn(n-0.010) 8 4. Hiph prass(n�0.035) 9 s. snon y.as�.ass�ure e�d�,s�n-o.o30> » 8. Nearty Aere pround(n�0.025) �a ' 7. Paved and pravel areas(n-o.o�2> 2� ' Channel Flow(IMerminenq(At the begirx�4q d vlslble cMmels:R.p.2) k� 1. Faested swale wllh heavy pound pler(n=0.10) 5 2. Fo�esled dralnege came/re�Me wNh defined che�+el bed(�=p.05p) �p e 9. Rock-Ifned watenvay(n=0.035) 15 � 4. Grassed waterway(n.0.0�0) 17 5. Earthal�ed waterway(n=0.025) � • 6. CMP pipe(n-0.02<) 21 -� 7. Concrele pipe(0.012) 42 8. 011ter watenvays and plpes O.SOB/n Chamel Flow(Caxkwous stream,H -0.1) k� 9. Meanderkq stream with some pc�ols(n-0.040� pp 10. Rock-Ifned sUeam(n-0.0.15) � 11. 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E�JNoF� � S•C•S• TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR>, DURATION(HOUR), PRECIP(INCHES) 100,24,3•9 --------------------------------------------------------=------------- ******************** S•C•S• TYPE-1A DISTRIBUTION s****z******t******* ********* 100-YEAR 24-HOUR 3TORM **** 3•90^ TOTAL PRECIP• ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IHPERV), CN(IMPERV), TC FOR BASIN NO• 1 •27,91•1,.17,98,1-51 ���/Q�T DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(NINUTES) /+� A CN A CN EX, V!loJ � �,t'�� C �S •4 .3 91•1 •2 98•0 1-5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) •47 7•67 5137 ,. . _.... ._.. — — — �— ._ .� �. _. ._. _ �(�oPoSE� C��vO�T"30N5 f Oa-i��qlt� 2H -HaJ2 RUn/v�F S•�•S• TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) � 100,24,3•9 ---------------------------------------------------------------------- ******************** S•C•S• TYPE-1A DISTRIBUTION *s****x*******s**s** ********* 100-YEAR 24-HOUR STORH **** 3•90^ TOTAL PRECIP- *****s*** ---------------------------------------------------------------------- ENTER: AtPERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO• 1 •07,92,•37,98,3•41 =�NPu� DATA PRINT-OUT: � AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN •4 .1 92•0 •4 98-� 3•4 n PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) �K�' �Iop � �'4 7 L�S -47 7•67 5692 i � Page 1 STo¢M D�A�R/AG� CALCJlAT�O�tlS Untitled (1+p, F��-rQgsl�,� PRoPvS�Cd Con�d�'�IONS Z- YE�C, 2M-Fio�� ��NofP S•C•S• TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DLIRATION(HOUR), PRECIP(INCHES) 2,24,2 ---------------------------------------------------------------------- *x*******x***s***t** S•C•S• TYPE-1A DISTRIBUTION **s******x***s***s** �I ********* 2-YEAR 24-HOUR STOR11 **** 2•00^ TOTAL PRECIP. *s***x*** II ---------------------------------------------------------------------- ENTER= A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO• 1 I •�7,92,-37,98,2•43 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN ��� �.Z t'I G F� .4 .1 92•0 •4 98•0 2•4 PEAK-Q(CF3) T-PEAK(HRS) VOL(CU-FT) .24 7•67 2698 �1 J-SwA�t VAct�a�G tS Sa= 1 /. = O.OZ Q o.Z u c�s z= ,� _ �0.35 ( SE E ��TA�y�°J Page 1 • . �EX�ER �'TS �Roa► Y1�;� �qko /�fAuuA� A2� �s�al .. BIOFILTRATION SWALE WORKSHEET 1998 Surface Water Design Manual � Pro;��� ��_�v7��1 SAZ���N � AAnr,�oN ��Z3�o3 � METHODS OF ANALYSIS (Section 6.3.1.1) Sten 1) Calculate desien flows Biofiltration swales generally preceed other water quality facilides (See menus in 6.1) Design flows depend on sequence with detention facility. (Section 6.2.1) Preceeding detention Qwq=60% 2-yr.developed. KCRTS flow wlth 15-mIn time step '---�Following detention Qwq=2-yr release rate�om detentlon facillty If no high flow bypass Q��.y� p,��7 (cfs) Hig6 flows bypass or flow through(6.3.1.1) Q2sy, . (cfs) See 3.2.2 KCRTS/ftunoff files Met6od az-r� O . ���cfs) . Wa1er quality design flow �,,,q p ,a (cfs) " Rainfall Region: Seatac or Landsburg? See Figure 3.2.2.A � Soil Type:Tiil or outwash? See Table 3.2.2 B Forest (acres) Areas draining co swale(3.2.2) Pasture (acres) " Grass (acres) " . Wetland (acres) �" Impervious (acres) " Scale Factor. � See Figure 3.2.2.A Time Step: hourly or 15-min? 15-mfn . Required"15 min"(6.2.1) • Data Type: Reduced or hisioric? Recommend"Reduced" (3.2.2.1) Step 2) Calculate swale bottom width �j M uST �Q�a� Z" • • b= Qr„a n,,,,q bottom width of swale� .., ��,�� (ft) Simplified Manning's formula 1.49 y�.s�So.s � Q,�= water quality design fiow o.� (cfs) Calculaced in Step 1 t n„,q= Manning's roughness coefficienf 0.�5 Required 0.20 � �:fl•3S P�Q W•b•�-� y= design flow depth O• �� (ft) Mowed 2 in.(0.17ft), Rura14 in. (033ft) � D�61� M,A � s= longitudinal slope,along flow o ,�, .�(feeUft) C 2% P f 2 4.6,y-2 P�2 y' '.y Fv�N Ttiu�bq � Sivl E S���S p oRv A� 0 5� q,JO If the bottom width is calculated to be between 2 and 10 feet,proceed to Step 3. 540�6 �S 0•5% �M t2b{�vT If bottom width is less than 2 feet,Increase width W 2 feet and recalculate the design flow d�pW(y). w r rl.A'�� �EG• If bottom width Is more than 10 feet:increase longitudinal alope(s),increase design flow depth(y), W►t,L �� install flow divider and flow spreader,or relocate swale after detentlq facilit� �P L��9. � ��r�., , _ Ste� 3) Determine desiQn flow velocitv � ' R«��cv�Asi� ot 516N F��w PFP'M � - � v�=Q,�,dA,,,q des(gn flow velocity p, (fps) Fiow Concinuity Eq. , �-, A,,,,q= by+Zy` ,Q-1? (s� Goss-sectional area at design depth b;Z� � Z= side slope length per unit helght __ Z (feeVft) Selectnow �?y(toudµ ,�n,�T,o.v y, o,3g- If We velocity exceeds 1.0 foot per second,go back to Step 2 and modify longitudinal slope,bottom width,or depth. If the velocity is less than 1.0 foot per second,proceed to step 4.�` ' �CC4l,Cu4A�i0 S�E 5 E S �„ � T A �- � �; z� �.�.3 g L� �,2`i „ o,t`� fps n ic a wt ° 3(d%38)*�Z�'��•�$�Z =� A wk _Blowksh3 9129/98 10:37 AM ' �wk ' I.�t3 ! .. � . L. = 5 yn Vwk ; � . � ��5 ��)c �.� 6s� , :£ �Step 41 Calculate swale IenQth L = q0,7 L=540 v,,,q -swale length .. ��;1�(ft) � EHG�. pF S wA � E I���� 540= hydraulic residence ilme 5�o (s) (�E p(a/RaJ�t. � v,,,,� design flow velocity o, � (fps) Calculated in Step 3 G1 p' If the lengt6 is less than 100 feet,increase the length to 100 feet,leaving the bottom width unchanged. If the swale length can be accomodated on the site,proceed to Step 6. lf the length is too long for the site,proceed W Step 5.� r . � , � Steu 5) diust swale l�out to fit on site. Reduce sw�1e]ength and increase bottom width to provide an equivalent top area. AbP=(bi+b.�,jt,�=�+b�,)L� �Z(,,8 (s� Calculate top area at WQ destgn depth bF inere,aswd bottom widih � � (ft) Selectnow �3���'n)= Z7o fF� ' b,�,= 2�,Zy(ft)top�width above sides ,5 Z (ft) � � o K . L�= , 'reduced sw�lengih q p (ft) Select no Required minim�un 100 ft IQER 19�b Sw9M M1^'IMv�y t =r v i N A�v g f � . l a e d�i n fl o w v e l o c l t v u s i n b. 1. 6 C an ca t 'i� G o t o d�t e 3 d r e c�l g , y( ) 8 r �o (t P f �R E�-rE�,� Steu �Provide convevance capacitv for tlows higher than Owq Meet conveyance requirements of Secdon 1.2.4. and check conveyance and velocity of high flows. A)Q�= 1.49/n� /� �0.6T�0.5 33.5�R Q�.�}� (cfs) Manning's Eq.; 100-yr or-25-yr flow in Step 1 n�= Manning's roughness coefficient p.o Manning's "n"from Table 4.4.1 B ( �,Ph� A�= by�+Zy�2 _��(s� Cross secdonal area RS �aqo S�M� R�= A�,✓(b+2Y�(Z2+1)o.5) d� �(fi) . Hydraulic�Radius � s= longitudinal siope,along fiow d,o � (fUft) Selected in Step 2 � y�= depth o(25-yr or 100-yr flows _#��, (ft) Calculate now ' �1 v1oo=��oo�A�oo = 33��q , (fps) � ; _.� K ; If v,�exceeds 5.0 feet per second.return to Step 2 and increase t6e bottom width or flatten slope. � ` Size Summarv - �L.and area is needed for the channel, access,setbacks� and�if necessary, area to convey high flows. � .Aiop= Water suriace at conveyance depth (s� . Cross section includes depth�channel slope x length, and� if necessary, underdrain and high flows. Siope t(mes length= (ft) From Steps 3,4 and 6 OTHER CRITERIA (Section 6.3.1.2) Swale Geometry' � . � Water Depth ' � Flow Velocity,Energy Dissipation and Flow Spreading Underdrains Swale Divider Access ' � Soil and plantings Liners (Section 6.2.4) �,q� Setbacks (Secdon 6.2.3) � . . , • Blowksh3 9/29/58 10:37 AM ' Untitled S?�2,�1 D���lA(� CON�EY An/G � C A L L(/L A T i c��+/S Z�i- H���� ZS - YEAQ S•C•S• TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(IN�HES) 25,24,3•5 ---------------------------------------------------------------------- ******************** S•C-S- TYPE-1A DISTRIBUTION **s***ss**********s* ********* 25-YEAR 24-HOUR STORM **** 3•50^ TOTAL PRECIP• *x****s*x ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO- 1 •07,92,•37,98,3•41 DATA PRINT-OUT AREA(ACRES) _ __ _ _ A CN A CN •4 .1 92•0 •4 98•0 3• '� PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .42 7.67 5058 �Q�" ��'z� _ ;��. �t% � i , � 51. ,� �. �;�'� � �.� z cFs � �-�, �,n��t J���t �y w����r i ��R �AN��,�6`S �`��� t,a _ 6 = ���.�: � c �N���, ,���� ��P� n — � _ �.��� C Q.z' Sl,ol�� - d.57• = o.o os �_ �, ''�3 C F S S , a ( O, �Z �Fs� (� (,0.►�3 cF � z.5 -�re F�w "� t�NV�'1�'��� (�AC !�`1 V (�l< ,� Page 1 Exhibit D: Maintenance and Operations Manual P-.'�Projects`�001'.?31�0'�ngineering'�.4nalysis-Calcs'.Documen�slR'ord�.TIR�11S0 TIR doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS � Maintenence Conditlons When Malnbnancs Results Expected Component Defect Is Nesd�d When Mai�tenancs Is Performsd Oeneral Traah d�Debris Trash or dabrle of more than t/2 cublo No trnsh or dab�ls located Immediately In (Includes toot which Is bcated Immed(ately In iront hont oi catch basin opening. Sediment) of the catch basin openin�or ia blockinp capacity of basin by more than 10%. jrash or debris (In 1he basin)that No trash or debris in the catch basin. �xcesds 1/3 the depth trom ths bottom of basin to irnert oi the lowest pipe into or out of fhe baaln. Tresh or dabr{s in any inlet or outlet pfpe Inlet and outlet pipes free of,trash or blocking more than t/3 oi its helght. debris. Dead enimals or vegetation that could No dead animals or vegetation present generate odws that would cause within the catch basin. complaints or danperous gases(e.g., methene�. Oeposits oi garbaye exceeding 1 cuWc No condkton present whtch would attract toot In voluma. or support the breeding of insects or rodents. Structural Damage Comer of frame extends more than 3/4 Frame is sven with curb. to Frame and/or Inch pest curb facs Into ths strest Qt Top Sleb applicable). Top slab hsa holes Iareer�an 2 square Top alab is frse of holes and cradcs. � Inches or cradcs wider than t/4 Inch (Intent Is to make sure ali material is running fnto the basin�. '` Frems not sittlnp fluah on top slab,i.e., Frame Ia sittinp Hush on top alab. aparetlon of moro then 3/4 Inch ot the lrame irom the top elab. Gacks In Bas(n C►acka wider than t/2 inch end lonper Basfn ropleosd or repalred M desfgn Welis/Bottom. than 3 iset,any svl�enoe oi soil partides standards. entering catch basin through aadcs,or maintenance psrson judges that structurs is unsound. Cracks wider than 1/2 fnch end longer No cxacks more than 1/4 Inch wtde at the than 1 toot at the jolnt of arry Inlet/outlet )oirn oi inlet/outlet pipe. pipe or any evidence of aoil pa�ticles eMering catch basln through aacka. Setttemant/ Basin has se8lad moro tha� 1 inch or has Basin replaced or repaired to destgn Misalignment rotated more than 2 inches out of etendards. allgnment. Flre Hazard Prsaence of chsmicals wch aa natural No flammabls chembals present. pes,oll,and gasoline. Vegetatlon Vegetatlon groMring across end blocking No vsgetetton blodcinp opening to basfn. more than 10%ot the basin opening. Vegetatlon growing in inlet/outist pipe No vegetadon or root growth present. jofnts that is mors than six inches tall and less than six inches apart. Pollution NoMlammable chemiceis of more then No pollution present other than surtace 1/2 cubic foot per three feet of basin film. length. � A-5 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) ' Malnten�noe Conditlons Wh�n Ml�inbnano� R��ufb Exp�obd Compon�nt Wf�ot la N��d�d WMn M�IM�nanc�la Periorm�d - Catch Basln Cover Cowr Not In Plaos Cowr N mlalnp or only paAlatly In plao�. Gtoh ba�ln oowr Is olossd. My open catch bisin nquirss maintenance. Lockinp M�chanlem cannot b�op���d by on� M�chantsm op�ns with proper toob. • Mechanism Not maintsnancs psaon wNh proper toots. _ Workinp Bolts irno ftams haw Isst Than 1/2 Inch oi thriad. Cover Dffi(cuR to On�melntenana penon cannot remove Cover can be removsd by one Remove Nd efter apptylnp 80 Ibs.of Iif� InMnt Is malntenencs penon. ksep ornrer irom sselin�off axesa bo maintsnance. l.�ddar Ladder Run�s Ladde�Is unsafe due to misslnp rungs, Ladder meets desipn standards and Unsafe misalipnmeM,nist,aackt,or sharp allows maintsnanos person ah�cossa. ��. Metal Oratae Cirats wkh openinp wider then 7/8 inch. Orete openln�a meet design standerda. (if app8cable) Traah and Debrla Trash and debrte that Is blockir►p more Grate hee of t►ash end debris. Man 2096 oi prats w�tacs. Damaged or Grets rMaslnA or broken msmber(s)of Orete is in place and mests dsaipn Mlasin� ths praM. standarda. � i I� -... .. .. . _ . .. . � '�: ,. „r;. , . � ,.. +�. ... .., � ,. . i __I —' � � � . A-G 1/IO KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) � Matntsnence Condltlons When Mdnbnanw Results Ezpected ComponeM Deisct Is Needed WMn Malntenance Is PeHormed Pipes Sedime�t d�Debris Accumulated eedimsnt that excseda 2096 Pipe deaned of all sedimeM and debris. ot ths diameter of ths pips. Vpetatton , Vpetatlon that reduces in�mowmeM oi All vepatat(on removed so water flows wNk throuqh plp��, irwly through plp��. Damaged Protecdve coaUng I�damaged; rust Is Pipe repaired or replaced. causing mors than 50%deterbra8on to �r�aa�. My deM thet decrosssa the cross seetton Pips repaired or replaced. ane oi pip�by mon than 2096. Open Dftches Trash�Oebris Traeh and debria exceads 1 cubic ioot Trash and debrfs deared from ditchea. per 1,000�quars fset oi dfbch and slopsa. SedlmeM Accumulatsd asdimsM thet excsede 20% Dltch deaned/flushed of atl sedlment and of ths design depth. debrta so that k matchss deeign. Vegetatlon Vegetatlon that reducss hes movement oi Water Howa frsely through ditches. water throuph ditc�es. Eroslon Damage to Ses"Ponda'Standerd No. 1 Ses"Ponds'Stnndard No. t Slopss Rock Lininp Out oi Malntenance person can eee native aoil Reolace rocks to deslan standard Pince or ' AppUcebl Catch Basins �� Debris Barrlers See"Debrle Barrlers" Standard No. 6 See `Debris Barrlers" Standard No.6 (e.g.,Trash Rack) � . A-11 1/90 KING COUNTY, WASHINGTO_N, SURFACE WATER DESIGN MANUAL NO. 11 - GROUNDS (La►ndscaping) � i Maintenan� Condfdona Mlh�n MNnb�ano� p�sulb Ezp�ct�d _. i Component Detsct Ia NNd�d Wh�n Matntettanc�1� Periorm�d (ieneral Weeds Wseds yrowinp In mors fhan 20%of the Weeds prsaent in Isss than 596 of the (No�po�eonous) landscap�d ueA(tnes and shrubs only). ' landeoapsd aroe. Safety Hazard My ph4eno�oi poi�on Ny or other No polsonow wpetatfon pnsent In s � polaonoua vepetadon. landecaped usa. Treah or Utter Paper,can,bottlet,totallinq moro than 1 Arsa dear of Htter. �, cubb toot wlthin�land�oeped erea�rees end�hrubs only)ol 1,000 equu�iset. Tnes and Shrubs Dama�e Umbs w p�rtt ot tn�s or thrub�that an Tro�s�nd ahrubs wfth Nu than 6%of 4hs spllt a broksn whloh aNeot mon than toW iolle�e wlth split or broken pmbe. 2596 of ths totel foliepe oi fhs trss or shrub. � Tresa or shrubs thet have been blown Tree a shrub In placs h�s ot in)ury. down or knodcsd over. Trest or ahnibs which ue not sdsquatety Tns w shrub In place and adequetsly �upporMd or us leaning ovbr,causing wpported;remow any d�ad or diseeaed , expoeu�s oi ths roots. tr�ee. ,._ . A-12 1/'90 . � CONCEPT FNGINEERlNG,�1NG � � p � 455 Rolnlcr 800levtird Norlh • � fssaquatL WashRigton 98027 ��/� D�� O�� � (4251392�0.55 fCx(a251392-0108 r� . � 3130 � L � FAX TRANSMiT'TAL. L�TTER � ro: � �J �f an�A � ��,3�`c.' w�f�KS Firm Name: �. 1 '1 Y Or R�''v�'"J Fax Number: ��ZS� � 30-��3� From: �,19�� Q I 6�S Fax Numbor: (425) 392-0708 Date: I Z,�2/o� Job Number: �31 y�v Number of Pages Transmitted: g ;Totai includes this cover page) If you do not receive all the pages, call (425) 392-8055. �E: S/-�Tu r� C>C PA�S� �EAI� �v �rANA e . P(, �RSC LIS�E�+� TO Y�2 �Z�/°3 ✓�10Erlail,Anrp (�E�fEw �a E ��VV�vv iN 6 , �T Y�J2 (an��E�v�eN c E �G �/ASE� A�✓SW�yL i ��,.� �J�,-��o��s T G E�T 1 N Yw2 ✓�ct c E✓�i�lL_ S l��E���" , F'LUFFI(�pph�.'Wl�+dIN1FA7[FOR FA70N0 FOWA.DOC � Tq�)�] '9�3 .Ld3��:OJ 5'pT0 i,6C SZt T`'3 t�O �ST 31,L Ci)o� Zo �T �'�� j��'�"_ , NOU—��-2003 89:05 c:1 I Y Ur rer_rv i un �+c� 4�� r ca l r.r�t � CITY OF RE�ITON _ pL,��NNZNG/BUII,DINGlPUBLTC'W�RKS DEPARTMENT � PUBLIC WORK� C�NSTRUC170N PERMIT APP`LICA'I�ON Q Ncwr Huildi�i�g L.1 .A�didaato��cl9fing � Tcnpn�ImprovcmerR � '��,��, �r . ' . pr,ojec�Addre�s- ^J'�o,� tiN� n�ventvE SW; fae�Ta�v, � kf� 98a55 _� _ WorkDescripcion; JI��_W PAV�.�6 A�lo ' Ls�/�SC���G �S_P/��/'oSE� pN (��l RF'P�OX 1��T� Q.y '^A��� 5��, �A� (,�w+TAI�YS .QN �XIS'TINb ��iLO'3al6. � ��MAW. � YS,ag Cauncy Tax Assossor Numbcr I S 2�-9 Q�� _ � Lega1 Dosuiption: �F AT TA e H�D � _ . .— ... .. Square�Ao�aae ofEnar�sic� 19_�by S@. F�', Impervio�s Area j�,l f�b� 5 Q_ FT_ �F�'�"� PrnpeRyOwaer, �'IARGUER ►]'�� G07?I ^?rt�,TEE o�h_�46vt�I�E M_ 6a�[T� Lfupy�T'tuST addres� k'7 t .-}1�c c r�v .�o aa , w � P= C2S3 b3S- 3135 City/91at,�JZip: G�C� HAR�oQ,� '`Q��'� �83�� PheeelFa�c �: E,�,,T �/qIt�6Lb) App(t�ant� ' �qTveN pF S�A�T'�'t.�• CoNTq cT = �,R I.A�/ M�NARp ,qd�rvss; � I n o I�yl� 5 r��er_,�"!�. �i? Z 10 -- Tb4��93-61G� � . CirylStatGlz;p_ LY�vNwoo� WR. �i$o36 _ Pho��IFauc: F- (�IzS� 'lyY-og� Wherc appiying for redevalopmont,credit Wexc rosccr size; ,r/ � .�, _ Aocount No: �S�p y� lnformation provided by Vtiliry Hilling(425)735-2520 4-- ItiR�u� �vw��fe H3o-��sz �- cor�Ren NJMD'EI� ThSs applicasion doea�,ot consticute a permiGto work. l�ock is i,.o�te eommenc�unt�l a consCNation�perm�k is issucd, _ I cert'tfy that th� fnfocm�tiort on tfus applieatioit �s gbcucate to the best of my know]edge and I will bc Te�ponsi any additional feoe r�snttin fivm a differen,t Yeluatica. , � 1 �- � J � Sig aturos • . print Name H:IF[L$�SY�Wrt19HSi,DGc�omq.DvC ltevls[on Dtme 7�I l� t997 aoo� '�ti.� T�A.�nrn� Za/Z0 ��dd N21f11dS � E0907bL5Zb LO=GfT. E06Z/ZOrZi Z00�] � '943 .Ld3�:�OJ 80T�) �6C SZfi 1Y3 i�D�ST 3�1.L COOZ•'ZO�i.T LFGAL DESCRIPTtON: LOTS 40, 41. 42, 43, 44, 45, AND WEST HALF OF LOT 46, BLOCK 27, C.D. HILI.MAN�S EARLINGTON GARDENS ADDITION TO THE ClTY OF SEATTLE DIVISiON NO. 1, ACCORDING TO PLAT RECOROED IN VOLUME 17 OF PLATS, PAGE 74, KING COUNTY, WASHINGTON, EXCEPT TNAT POR710N OF SA1D LOT 46 CONVEYED TO THE STATE OF WASHINGTON FOR HIGNWAY PURPOSES BY DEED RECORDED UNDER AUDITOR'S FlLE N0. 5428431. r ���3 I.d3?�n� 5�oT0 Z6C SZt. 1�'3 1.q:cT 3:1.L CUoi.%Zu-ZT C00�j riQv-Go-c_�CJ tJd:�S C: iY ur r._:�. ��v 4?� G.'�[7 �C�i P.�4 - �. � `ac _. .-.-� ' � � PUBLIC WORKS CONSIRL{CTION � PF.RMIT INSPECTION/APPROVAL FEE CALCULATI�N WORKSF�.T - ' 509�a INSPECTIQN/APPROVAL F�ES pER ORpIP1AtdCE NO.4345 . ' PROJECT NAME: R ENT niJ S�T U R�✓ ExPANs!pN � � � � ^ . , ' 1. �stimate the total cost of offsite and oositc improrement� for water lines, sewer lines, stormwaur facilitios, and roadway impro�ements far yaur praject. Enter r�stimaied costs in ilems(A)through(D)below. • . �, (A) Wata � S 6�6�"� . (B) Sewcr � 2,9 7 0 . (�) Stormwater � S I 6 q � 6 (Includes On-Sice�evameni) (D� Roadway a � �+ g $3.']� {Stree�,sidcwalks,street lighting,etc.) ' (E) Tatal Improvements , S � �f �7��.? S {A)+(B)+(C)+(D)�(E - 2, Ctilculate 50%in5pectiodapprovai fee far toeai improvernents,as follows: . (F) 2.5%of First S 100,000 of(�) $ �1 (���� ��f (CJ) 2%of over SI00,000 but $ Q less than 5200,000 cf(E) {H) 1,5°Yo ofovcr�200,000 of(E) � (� (1) Tota150%inspection/Approval S � D l q,�y � ��� ,�� - � — Fee; (F)}(a)+(�=(Y) _, 1�r:�dowtl of SO% InspecCio�lApp�oval Fees is perfqrmed as follot+vs: (!) 50% Watcr Fee S 1 S�, p O 44I/343,90.00.02 ((p►) � (E)) X��)C(t) (K) 50°/.Sewer Fee S �]y,Z,�j 401/343.90,00.01 ((B) � (�))X(I)_(K) . (L) 50%Stormwater F�c S �^I Z.3. �0 : 40]�43.90.00.03 ((C) � (E))X(I)�(L) ' (M} 50°/.Roadway Fee; S �i 72. ��J 000r343_20.Q0.00 ((D} 1 (E))x(1)=(M) 4. Check: Mako sure())+(K)�f-(L)+(M)=(I) Q ;� . H:tFlLE.SYS1FRMl98BLDGCS10p30,DOC Rev�Slon Dacc; )uAe 11, IS97 �oTa� P.� _ �,qq�j '9�3 .Ld3J�0� �oTO Z6C SZt� TY'3 PO�ST 3;1.L COOZ ��p ZT Concept Engineering.Inc.,455 Ralnler 81vd.North,Issaquah,WA.95027; Phone:(4Z5)392-5055, Fax:(425)392-0'108 CONSTRUCTION COST ESTIMAT� PROJECT NAMEi Renton Saturn Expansion PR�JECT NUMBER: 23140 LOCATION: 1201 Lind Avenue SW, Renton, WA. 98055 PREPARED BY: Mark Rigos, P.E. APPLICANT: Brian Menard, Saturn of Seatt(e DATE: 12/1/2003 C,F.NpRAL NOTL•S: 1. I'his estlma le�yas prepared withm�f[he bettcfit uf apprnved construction plans and we make no guarantee or waaanty, expresced ot�tpll��,as t�the acci�raty of tix quantitie5 oullu�cd 2. We cann�t and do twt gwuantee er wa�tatk thC accuracy e(the ttrrit prices as indicated. These nnit prices ate lvxd upon our general experi�7sce and may be sub�ttt to aigniHcant vtriati�tu at the time aclual bids aze received, 3. This estimate h�ss L�en Frepared s�xeqiund by the City ef Reiiton toz pro�zding wdlet,sanitary sewer,stnrm dninage,and roadway costs tL.it msy be expec�ed for t2tis project,ba.5ed upon the infocmation lhat the�ngineer liad ava]ablc at die time thiq Psrim,�+e wts completed We make nu guarantee vrw�tr,tnty,�xpreased Ot limplicd tl��t r1LL asExib uf the concGvctiqn effott expected for N�e F�:ojeCf have been includecl,and the applicant is adviscd to budget sppfoprlately:or conringe�xic�c and itcros not cocered Uc it�lucied in thi�preliu�x�ary summary•. 4. -1us cshm.ite is based on flu following de�c:ribed pl��sheels: Sheet No. Descripdon Date 1-3 Civil Pla.ns(CoverSheet/Sile?ltn J 12/1�03 GTacliii;andStorm Drainagc Plan TLSC PLin.:utd N�try and Detiila) COSTS EXCLliSTnNS: 5. Costc associated with ihe T�SC Plsn C�LtALIFYI?vG NOTES: I 6. This estima te assttatcs excess fill materisl will be hauled away to a yet to be d¢si�atCd fill si4e. 'ihe a pplitattY may wi_vh lo ' investigate the fersibility of"selling" pr"giving away" the!ill msterial so that it is haulcd anay by olhe[S, � B. SEWER DESCRIPTION QUANTITY UNIT UNIT COST TOTAL 41nch Ductile Iron Pi e 10 LF $22.00 $220.00 � Oil /Water Separator 1 LS $ 1,300.00 $1,300.00 Stri Dr�in 58 LS $ 25.00 $1,450.00 SUBTOTAL SECTION B: �2,970.00 A. WA7ER DESCRIPTION QUANTITY UNIT UNIT COST TOTAL Irri ation S stem (Connection,Valves, Pi e 1 LS $ 6,000.00 $6,000.00 .cqp� � '9,�3 .Ld3Jt�0� ft0T0 Z6� S�t� ZF3 S� �ST 3:1.I �OOZ-ZO�'ZT SUBTOTAL SECTION A: $6,000.00 C. STORMWATER DESCRIPTION QUANTITY UNIT UNIT COST TOTAL 6-Inch Ductile fron Pipe Z32 LF $13.00 S3,016.00 4-fnch PVC Draina e Pi e 45 LF $5.00 $225.�0 T e I Catch Basins 2 EA $900.00 $1,800.00 Biofiltration Swale with H droseed 776 SF S1.25 5970.00 Ri -Rap 5 CY $25.00 $125.00 ' 2-Inch AC Pavin ,with 4inch rock 1,350 SY S 8.00 $ 10,800.00 SUBTOTAL SECTION C: $1 fi,936.00 D. ROADWAY II DESCRIPTION QUANTITY UNIT UNIT COST TOTAL Rough ExcavationlEmbankment(bank cut ardage only)(no offsite) 166 CY $ 5.00 � 830.00 ExAort of Excess MateriallTruck Measure excludes dump fees 124 CY $ 12.00 $ 1,488.00 AC Removal excludes du,�np fees 1 LS $800.00 5800.00 Fine Grade 1.333 SY $ 1.75 $ 2,332.75 Compacfion 1,333 SY � 1.00 $ 1,333.00 Imported Sand Beddin for Utility Trenches 1 LS $300.00 �300.00 2-Fixture Parking Lot Li ht, with 25-ft pole and base 3 LF 52,500.00 �7,500.00 Parking Lot Striping 400 LF $0.75 $300.00 SUBTOTAL SECTION D: �14,883.75 8r10� '9\3 Zd3�ti0� SOTp Z6C SZt• ZF3 S�)�ST 3.1.L £0o�'i3O-ZT f��... "Jb—G�G.� �: C75 ..,. . _ _.. .. �� . �G� 4.?.+0 ��.t.l , .'��� �'i f� �' �. , . . , � SAIV�LE CAz,CULATION ' pvsz,ic wo�ucs coxsrRvcr[ox . . . PERMIT INSPECTION/APPROVAL � � • - , FEE CALCULATION WORTCSFIEEI' � ' SO%INSPECTION/APPROVA�,FEES PER ORDINANCE NQ.4345 ' . PR�I�CTNAME: XYZ Apartmenrs , _ l. Estimatc the total cost of offsite and onsite .improvcrnents for wator lines, sewer lincs, stormwacer facilitics, and roadway improvements for your projact. Enter estimated coscs in items(A��hrough(D) below. (A) Water S 45,000 (B) Sewer $20,000 (C) Szormwater S1 Q8,000 (Includes On-Site Pavement) (D) Roadway S 62,Q00 (Street, sidewalks,s[reet lighting,etc.) (E) Tocallmpro�ements 5235,000 • ($45,000�+�S2o,000�+�$1 os;000)+($6z,000)=(sz3 s,00 o� 2. Calculate SO% inspeuion/apprqval feo for total impr�vements,ss fo!(ows: (F) 2.5%of I=irst S I 00,000 af(E) S 2,500 .025 x$100,000=$2,500 (G) 2% of over$100,000 but 5 2,000 l�s than 5200,OOD of(E) .02 x 5I oo,00a=S2,000 (H) 1.5% of over�00,000 vf(E) � 525 , ,O I 5 x($235,OQ0 -5200,000)_�525 �I) Toral 50%Inspection/Approval , $ S,a25 Fee; (52,500)+($2,000)+(552�)_(55,025)' 3. Dreakdown af 50°/a IpspectioNApproval�ees is pecformed as follows: (1) 50%Watet Fee $ 96Z.23 4DJ/343.90,00,02 (($45,0�0) 1 ($235,OOD))X(35,OZ5)={5962.23) {K) 50°10 Sewor Fee $ 427.66 401/343_90.00.01 (($20,000) 1 ($z35,000))x($5,025)=(5427.b6) . (L) 50% Stormwater Fee S 2,309.36 . 401/343.90.00.03 (($108�00) 1 {$235,000))x(55,025)_($2,309.36) . (M) 50%Roadway Fee: $ 1,325.85 OOO1343,2U.00.00 � ((s6z,000; � �$z3s,000��x tss,o�s���$l,szs.�s� h. Clteck: (S962.23)+($4Z7.66)�(,52,309.36)+($1;325.B5)_�5,025 OK '[:�'IL�SYS�FRM199DLDGCS10030.DOC Rr.NciM nalr.- Innw 11 }007 �qp� '9�3 .Ld3Jti0� 8�)T�) �6C Si,i� TF3 Sp �ST 3;1.L �OO��Z�)-'ZT � i,_.J-�E-.-_���:= e:c��4 _. , �r r.� ,._,, 4Z5 430 7231 P.B1 . . � , . . , , •V�, y� O� � � � � . ��N�� � CITY OF RENTON PLANNINGlBUILDINGIPLIBLIC WORKS DEPARTNfENT 425-430-7 200 CONSTRUC�'ION PERMIT APPLICATION PER ORDTNANCE NO.4345 1. Flll�out Public Works Constructioo Permit Appliaation form and Public Works Construction Fermit Cost Breakdown form. It is requined that yvu provide your�best estimatc vn the cost of proposed improvemants to water,wastewater, stormwater,and transportation fa�ilities,both on-5�ite and off-site. Z. Pay the inspect'ton/approval fee, as dttermined on the attached Construction Pe.nnit Cost Breakdown form, at the 4th floor Customer Servica Couater of Rcnton City Hall. Ca114z5-430-7200 before hand to verify the fee. You will be given a receipt, 3. Deliver a copy of the inspection/approval fee receipt to the 3rd floor Customer Service Counter of Renton City Ha11 a�long with your sets of utility plans, Post-It`Fax Note 76T1 oa� Pae�► To M �,�.�cJ From LI Ar-1�1A T- . co�vsvt. cu. C�i'C-y o F 1�E7`�� p�one# Pr1O�k Faxp �� o/�—��Q�! Fara H:�FII.E.SYS�tl98�LDGC510030.DOC RcvitionDsrc: Junc 1l, 1991 gpp� '9\3 .1d3��I0� SOTO Z6£ SZ� 1�3 SO�ST 31.L COUZ%ZO%ZT Ji_,.�i._ �-_1 1 i UI- I:LIJ I UI�J �{�:i �{��� r���1 i .:i � ti r, _ ._.. � PUBLIC WORKS CONS'IRUCIION ' PERMIT INSPEG'I�ON/AYPROVAL FEE CALCULATION WORKSHEET - � 50°Ye INSPECTION/APPROVAL FBES PER ORDINANCE NO.4345 . — � PROJECTNAME: REN?bN SATUQit� EXPA�v510N � � � � . , 1. Estimate the total cost of off'site and onsite improvemont� for water lines, sewer lines, stormwater facilities, and roadway improvements for your project. Enter estimated costs in items(A)tluough(D}below. � (A) Wuter � S y� . (�) Sewcr $ 2,q 70 - (l:) •Stormwater S �6, � 3 6 (Includes On-Sice Pavemcnt) (D) Roadway � I �1 $ $3;7 S (Street, sidawslks,s'treet lighting,etc.) � (E) Total Itnprovemonb , S ���7$q.7.S (�►)+tB)�'(C)+(�)a(E � 2. Calculat�SO% inspectionl�pproval feo for total improvements,�s follows' � (F) 2.5°/v�f First a 100,000 of(E) S $i6�9.7 y (Q) 2%af over S 100,000 but � Q less chan 5200,000 of(E) (H) 1,5%of over$200,000 of(E) S (� (I) 7'otal 50% Inspection/Approval S $b Q�,71� Fee; (F)+(0)-1-(H)_(Y) _w _, lsrealcdu���n of SO% Inspection/Approval Fees is perfqrmed as follows: (!) 50% Water Fee S 0 401/343,90.00.02 ((A) � (�))X�Y)_(J) (K) 50°/. Scwer Fee S �]�,Z �j q01/343.90.00.01 ((B) � (E))X (I)—(K) (L) 50%Stormwater Fee S LI23. �0 '- 40l r343.90.00.03 ((C) � (E))x(Y) '(L) ' (M) SO%Ruadway Fee: E 3 72, 09 OOOr343.20.00.00 . ��D) � �E))X{I)=(M) 4, Che�k: Make sure())+(K)+(L)+(M)={I) (�(� . H;tFIt,E.SYS1FRMl98BLDCCS10p30,DOC Rev�ionDue; Jurie Jl, 1991 TOTAL P.04 Concept Engineering, Inc.,455 Rainier Blvd.North, Issaquah,WA.98027; Phone:(425)392-8055, Fax:(425)392-0108 CONSTRUCTION COST ESTIMATE PROJECT NAME: Renton Saturn Expansion PROJECT NUMBER: 23140 LOCATION: 1201 Lind Avenue SW, Renton, WA. 98055 PREPARED BY: Mark Rigos, P.E. APPLICANT: Brian Menard, Saturn of Seattle ORIGINAL DATE: 12/1/2003 REVISED DATE: 12/3/2003 cErrErz,aL cvorEs: 1. This estimate was prepamd without the benefitof approved construcrion plans and we make no guarantee or warranty, expressed or implied,as to the accuracy of the quarttiHes outlined 2. We cannot and do not guarantee or waaantthe accuracy of the imit prices as indicated. These imit pricc�are based upon our general experiene and may be subject to significant variations at the Hme actual bids aze received 3. This estimate has been prepared as mquired by the City of Renton for providing water,sanitary sewer,storm drainage,and roadcvay costs that may be expected for this project,based upon the information that the engineer had available at the time this estimate was completed. We make no guarantee or Harranty,expressed or implied,that,�LL aspects of the construction effort expected for the praject have been included,and the applicarn is advised to budget appropriately for contingemies and items not cwered or included in this pieliminary summazy. �. This estimate is ba5ed on the following described plan sheets: Sheet No. Description Date 1-3 Civil Pla�(CoverSheet/SitePlan/ 12/1�03 Grading and Storm Dminage Plan,TESC Plan,and Notes and Details) COSTS EXCLUSIONS: 5. Costs associated with the TESC Plan OU.�LIFYING NOTES: 6. This estimate assnmes 0ccess fill material will be hatiled away to a yet to be designated fill site. The applicant may wish to urvestigate the feasibiliry of"selling" or"giving away" the fill material so that it is hauled away by othets. B. SEWER DESCRIPTION QUANTITY UNIT UNIT COST TOTAL 4-Inch Ductile Iron Pi e 10 LF $ 22.00 $220.00 Oil /Water Se arator 1 LS $ 1,300.00 $1,300.00 Strip Drain 58 LS $ 25.00 $1,450.00 SUBTOTAL SECTION B: $2,970.00 A. WATER DESCRIPTION QUANTITY UNIT UNIT COST TOTAL Cit Inspection Apparently Not Required for Irrigation System SUBTOTAL SECTION A: $0.00 C. STORMWATER DESCRIPTION QUANTITY UNIT UNIT COST TOTAL 6-Inch Ductile Iron Pipe 232 LF $13.00 $3,016.00 4-Inch PVC Draina e Pipe 45 LF $5.00 $225.00 T e I Catch Basins 2 EA $900.00 $1,800.00 Biofiltration Swale with H droseed 776 SF $1.25 $970.00 Ri -Rap 5 CY $25.00 $125.00 2-Inch AC Pavin , with 4-inch rock 1,350 SY $ 8.00 $ 10,800.00 SUBTOTAL SECTION C: $16,936.00 I D. ROADWAY DESCRIPTION QUANTITY UNIT UNIT COST TOTAL Rough Excavation/Embankment(bank cut yardage only){no offsite) 166 CY $ 5.00 $ 830.00 Ex ort of Excess MateriallTruck Measure (excludes dump fees 124 CY $ 12.00 $ 1,488.00 AC Removal (excludes dump fees) 1 LS $800.00 $800.00 Fine Grade 1,333 SY $ 1.75 $ 2,332.75 Compaction 1,333 SY $ 1.00 $ 1,333.00 Im orted Sand Bedding for Utilit Trenches 1 LS $300.00 $300.00 2-Fixture Parkin Lot Light,with 25-ft pole and base 3 LF $2,500.00 $7,500.00 Parking Lot Stripin 400 LF $0.75 $300.00 SUBTOTAL SECTION D: $14,883.75 rvuv __, ������ �d��� �_1 i , Uf- I��I�I u1 J �I�.� -+._,.; , . , — � � . . . SAMP�,E C�I,CCJLATION � PUBLiC WORK$CONS'IAUCITON , � _ � , PERMIT INSPfiCTTON/�4PPROVAL � � ' FEE CALCULATION�WORKSHEET � 50%INSPECTION/ApPROVAL FEES PER ORDINANCE NO.4345 � , PROl�CTNAME: XYZ Apanmena , . I. Estimate the total cost of offsite end onsite improvements for water linos, sewer lines, stortnwacer facilltles, and roadway improvements for your project. Enter �stimacsd costs in items(A)chrough(D)below. (A) Water S 45,000 (B) Sewer $20,000 (C) S�ormwacer S 108,000 � (Includes On-Site Pavement) (D) Roadway S 62,000 (Street, sidews�llw,street lighting,etc.) (E) Totall�mpmvemenU �135,000 � (S45�000)+(y24,000)+(�108;000)+(562,000)�(5235,000) 2. Calcutata SO% inspeccion/approvat fee for total improvements,as follows: (F) 2.5% of Fi�st$l 00,000 of(E) S 2,500 .o2s x sioo,aoo�Sa,soo (G) 2°/. of over S100�000 but S 2�000 less than 5200,000 of(E) .02 x S 100,000=�2,000 (H) 1.5% of over 5200,000 of(E) S 525 . .O l S x(5235,000-S200,a00)=SSZS (l) Total SO%Inspection/Approva! . S 5,025 Fee: ($2,500)+(52,000)+($52S)_(S5,025) 3. dreakdown of 50% Inspectien/Approval Fees�s parformed as follows: (l) 50°jo Watet Fee $ 962.23 401/343.90.00.02 ((545�000) 1 (S235,000))x(55,025)=(5962.23) (K) SO%Sewor Fee S 427,66 40I/343.90.00.01 (($20,000) \ ($235,800))x($5,025)=(5427.66) . (L) 50%Scormwater Fee $Z,309.36 r 401/343.90.00,03 ((�108400) \ (S235�000))x(55,025)_(52,309.36) . (M) 50°�oRoadwayFee: � 1.'�2S s5 nnnr-�1, �n nn n� � ((S6Z,000) 1 (5235,000))x(55,025)�($1,325.7� 4. Check: (5962.23)+(5427.66)+(52,309.36)+(�1,325.6` ; : d_ _.. `' 'rILE_�l'$1FRSS`9��LDGCS`.�'?O.DOC R�������� n,r�- T���� i i too�