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Home My WebLink About03877 - Technical Information Report - Final Corrected FINAL CORRECTED TIR Technical Information Report VISTA HIGHLANDS 4" C'.1. SECTION �.✓r s 75) LANA USE INSPECTION SE JUL 2 O'La01 REceiVED King County, Washington Group Four Job No. 01-4515 , King County File No. AO2PM003 - : L-C FINAL CORRECTED T.I.R. DATE: i / -i /-2- s APPROVED:4f 4'(42-..._.• Group Four,Inc. 16030 Juanita-Woodinville Way NE Bothell, WA 98011 FAX(206)362-3819 (206)362-4244 • (425) 775-4581 3877 _ - save � ' � ao FINAL CORRECTED TIR � Technicallnformation Report VISTA HIGHLANDS � aK� : c.�.,�,�r� � 7S� _ - L�Np USE 1NSPEGTIOf� �U�2 Q20Uyi ,,� � � 1� `- -� I � 6 � i I . � ' ing County, Washington � o� �� 3roup Four Job No. O 1-4515 �- , � (� (�- Q q - O�7 �g County File No. A02PM003 - � �"��-�'C•� J� FINAL CORRECTED T.I.R. � % � (� , �-�� ? DATE: 1 � � �2�g �� . � APPROVED: . Group Four, Ir:c. I 16030 Juanita-Woodinville Way NE Bothell, WA 98011 FAX(206)362-3819 (206)362-4244 • (425) 775-4581 ' �8 7� ,�4 •vrs � Table of Contents Section I-Project Overview � Section II-Preliminary Conditions Summary Section III- Off-Site Analysis Downstream Drainage Complaints Section IV - Retention/Detention Analysis & Design and Water Quality Analysis Section V -Conveyance System Analysis and Design Section VI- Special Reports and Studies Section VII- Other Permits Section IIX-Erosion/Sedimentation Control Design Section IX -Bond Quantities Worksheet Retention/Detention Facility Summary Sheet Declaration of Covenant Section X -Maintenance and Operations Manual Section XI—Appendix Vista Highlands Technical Information Report Job No. 01-4515 TIR Section I Project Overview GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. O 1-4515 Project Overview Project: Vista Highlands � Location: The site is located southwest of the 103`d Avenue SE �� and Cedar Avenue SE intersection. �I Area: 3.08 Acres � Soils: Alderwood, Hydrologic Soil Group C I Existing Land Use: The site contains four single-family residences, which access from 103'� Avenue SE. Three of these houses are located on the southern half of the property, while the fourth is situated within the northeastern corner. With the exception of open grassy areas surrounding each house, the whole site is vegetated with second growth trees having moderate undergrowth (blackberry and salmonberry bushes). Proposed Land Use: A multi-family residential development is proposed. This will include the construction of three multi-family buildings for a total of 74 dwelling units. Asphalt parking areas containing approximately 128 stalls will be provided. The existing houses located on-site will be removed. EXISTING DRAINAGE Runoff from the site sheet-flows overland to the west. At this point, flow enters the roadside ditch system along the east side of 103`� Avenue SE, which conveys flow to the south(see attached Downstream Analysis for further downstream descriptions). Off-site flows enter the site from the east. These flows are from some relatively small grass and landscaping areas contained within the Summerhill Apartment complex. PROPOSED DRAINAGE King County's 1998 King County Surface Water Design Manual (KCSWDM) applies to this project as the regulatory guide for the analysis and subsequent design of storm water drainage systems (i.e. detention facilities, pipe networks, etc.). T'he interest areas (including frontage improvements) have been modeled using the King County Runoff Time Series (KCRTS} method, using the SeaTac rainfall station data with a 1.0 scale GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE , Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 factor. The on-site soils are designated as Alderwood (AgC, Hydrologic Soil Group C) within the County Soil Survey. Consequently, a till soil classification has been utilized. The computer program KCRTS has been used to develop and manipulate hydrographs. The project is located within a level 2-flow control area, and no significant problems were identified in the downstream drainage system. Therefore, the flow control applied to the site includes matching durations for 50%of the 2-year through 50-year peaks. Basic water quality requirements are imposed for this project. Due to the limited space available for a water quality system, use of a wetvault system is proposed. This type of water qualiry system can be combined with stormwater detention into one facility (wetvault), which is ideal for this project. Consequently, drainage will be conveyed to a detention/water quality vault located within the southwestern corner of the site. Upstream flows also enter the site over the eastern property line. These flows are from relatively small grass and landscape areas located within the Summerhill Apartment complex. These flows will be collected and conveyed to the proposed on-site detention/water quality vault, which will be designed to account for this situation. Additionally, all required frontage improvements to 103`d Avenue SE will be accounted , for in the design of this detention/water quality system. Discharge from this facility will , be to the roadside ditch system along the east side of 103`d Avenue SE. GRDUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Pa�#� ...PR�JECT�O�NER.ANE3: :�att.2 ��P:ROJECT LOEATION AND:;�� . PR��CT;ENGINEER� �. _ � UESCRIPT�QN Project S1wrte� �� '� Project Name �� or-_,�f�'�-s 11l_�`-� �-Fl�.c-,�A�S Address Location lZ��1 �Z-2-� }�D,S?L lc� . Township z31�1� Phone Range �� y�-y��- �q� . Project Engineer •••-•••-••-•-Section z� ��I�( �lf��L�_,� . co�„�►y ��c-� � Address/Phone - �s-�fs8 Part 3 TYPE OF PERMIT p�.4 OTHER.REVIEWS AND PERM[TS. APPLICATION Subdivison DFW HPA Shoreline Management Short Subdivision COE 404 oc e Grading DOE Dam Safety Structural Vau� � �� FEMA Floodplain Other Other COE Wetlands � ., >,_ , ., �, � - P�rt:� :S!'3'E COMIqI[iNITY AND;�3AAI�tAGE:B1k�iN ' i , . . ;, ' Community �� -(��F—� Drainage Basin �� C : .:_ _: . - ,: ...., . _ -. Part'6': SITE GHARACTEBISTICS -; . " ;.- ' .; ' . River Floodplain Wetlands Stream Seeps/Springs Critical Stream Reach High Groundwater Table Depressions/Swales Groundwater Recharge Lake Other Steep Slopes I Parf:7 S�[L'S , , ;. = _ Soil Type Slopes Erosion Potential Erosive Velcoties �� t� .ra�� .�—. -�-� 1-�,�� Additional Sheets Attached �P��t'8. �3��3PItifENT��IiAk7':A��ONS� REFERENCE LIMfTATIOWSITE CONSTRAINT Ch. 4–Downstream Analvsis utS��--�1�� SC�� 1.�E-E f Cf-� �L� �t-� P ��7_�/�� -�. �07�-/ �- t r� �"c�z� 1.��a2(L L�T� C�9�l TZ a��--_��,��-, L l/LCL'7'-�ZZm�'��_ . � -- zz-c� —�1�� t �`77-- �C�- ��. gz, !=� � � ��o tz��,�-4 Additional Sheets Attached Rart 9 'ESC:REQUIREMENTS ` '�� MINIMUM ESC REC�UIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Sedimentation Facilitiss �.�Sta i ize F�cposed Su ace Stabilized Construction Entrance �R — an estore empT—orary-ES��aciliti� erimeter Runof�- o trn o �� emove All Silt and��trri� ' Clearing and Graing Restrictions Ensure Operation of Permanent Facilities � �C-over Practices Flag Limits of SAO and open space onstruction preservation areas Other Other ..� _ i i Part�10 °SURFACEI�VRTER SYSTEM ;:_ Grass Lined Tank Infiftration Method of Analysis Channel auR Depression �� Z ip� te Energy Dissapator Flow Dispersal COmpensatioNMitigati on of Eliminated Site Open Channel WeUand Waiver Storage Dry Pond � Stream Regional Wet Pond Detention Brief Description of System Operation 'L��l/�� r � '7� �/�a�Z T �� A��7.� c��7� c�c s�(_LZ� L�1.�r��1.t.�� i Facility Related Site Limitations Reference Facility Limitation �_ :. , : ._ ::. �art 11 STRItCTt1RAL ANALYSIS �- _Fa�t>�2 -:F�4SEMEI�ET'SITRACTS � ast in P(ace Vautt Drainage Easement etaining 11Va11 Access Easement � r- c cerv>4' Hi4h Native Growth Protection Easement : i Structural on Steep Slope Tract Other Other .. .., : Pac�'13 �SIGN�TURE"OF PROFESSIONAL.ENGlNEEF� _ ° �.. .:.� - _ ,_ , : . . _;.: I or a civil engineer under my supenrision my supervision have visited the site. 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T8f1�( • �_,.:. •s'.� .n,...r�_ Figure 3 Soils Map Scale: 1"= 1 c GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 3.2.2 KCRT'S/RUNOFF FILES MEI'HOD—GENERATING T/ME SERIES , ,. < TA�3LE3.2.2.8 EQUIVAZENCE BET�VEEN�SCS SOIL TYPES AND I:CRTS SOIL TYPES SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group ro Aldervvood (AgB,AgC,AgD) C Till I re ,AI ood , � Arerrts, Everett Material(An) B Outwash 1 Beausite(BeC, BeD, BeF� C Till 2 Bellingham (Bh) D Till 3 Briscot(Br) D Till 3 ' Buddey (Bu) D Till 4 �, Earimont(Ea) D Till 3 , Edgewick(E� C Till 3 � Everett(EvB, EvC, EvD, EwC) A/B Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Kitsap(KpB,KpC, KpD) C Till Klaus(KsC) C Outwash 1 Neifton (NeC) A Outwash 1 , Newberg (Ng) B Till 3 ' Nooksack (Nk) C Till 3 , Norma(No} D Till 3 ' Orcas (Or) D Wettand Oridia (Os) D Till 3 Ovall(OvC,OvD,OvF) C Till 2 Pilchuck(Pc) C Till 3 � Puget(Pu) D Till 3 Puyallup(Py) B Till 3 Ragnar(RaC, RaD, RaC, RaE) B Outwash 1 Renton(Re) D Till 3 Salal (Sa) C Tilt 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland Shalcar(Sm) D Till 3 Si(Sn) C Till 3 Snohomish (So, Sr) D Till 3 Sultan (Su) C Till 3 Tukwila(Tu) D Till 3 Woodinville (VUo) D Till 3 Notes: 1. Where outwash soils are saturated or unde�lain at shallow depth (<5 feet)by glacial till,they should be treated as till soils. 2. These are bedrock sals,but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to tilf soils. 3. These are allwial soils,some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study,these soits should be treated as till soils. . 4. Bucldey soils are formed on the bw-permeabil'rty Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. 1998 Sudace Waur Design Manual 9/1/98 3-25 Vista Highlands Technical Information Report Job No. 01-4515 TIR Section II Preliminary Conditions Summary GROUPFOUR,lnc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. O l-4� This development is a commercial project. Therefore,no conditions apply. GROUP FOUR,InG 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Higlilands Technical Information Report Job No. O1-4515 TIR Section III Off-Site Analysis GROUP FOUR,InG 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 STUDY AREA DEFIIVITION AND MAPS The site and surrounding area are shown on the attached figures. RESOURCE REVIEW A variety of adopted basin plans and finalized drainage studies were reviewed for their applicability to the project. A copy of each pertinent map is attached, with the site location noted. The basin plans/drainage studies aze summarized: King County Basin Reconnaissance Summary Re ort, Volume 1 ; Green/Duwamish River Basin The entire site is contained within this basin. ' Critical Draina e Area Ma s N/A No critical drainage areas are designated within the 1998 Kin Count manual. Sensitive Area Folio Ma s Wetlands There is one wetland (Designated as Wetland#21on the King County Sensitive Areas Portfolio) located just southwest of the site. Streains and 100-Yr. Floodplain An unclassified stream is located downstream of the site. This stream connects to a Class 2 stream(with salmonids) a roximatel '/a mile downstream of the site. Erosion Hazard Areas According to the King County Sensitive Areas Portfolio there is an azea sensitive to erosion approximately 1/a mile downstream of the site. Landslide Hazazd Areas None within '/a mile downstream of the site. Seismic Hazard Areas None within '/a mile downstream of the site. Coal Mine Hazard Areas According to the King County Sensitive Areas Portfolio there is a Coal Mine Hazard Area located just north of the site. i GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 I DOWNSTREAM ANALYSIS A detailed downstream analysis has been previously prepared by Lance Gyotoku, P.E. This analysis has been included for reference purposes (see following pages labeled 'CR', which denote that they are excerpts from the conceptual report). As part of the mandatory pre-application process, downstream drainage complaints were reviewed by the County and by our office (see following copies). Based on the outcome of this meeting, it is our understanding that only 3 of these complaints are downstream of our site (1 downspout problem and 2 erosion problems), and that these issues would not impact our detention requirements. This is primarily due to the fact that the problem downspout is not a direct part of this projects downstream system (it is only tributary to the same downstream). Also, regazding the erosion problems, the King County Manual (Pg. 1-21) states `For any other nuisance problem which may be identified downstream, this manual does not require mitigation beyond the basic flow control standard applied in Core Requirement#3. This is because to prevent aggravation of such problems (e.g., those caused by the elevated water surfaces of ponds, lakes, wetlands, and closed depressions or those involving downstream erosion) can require two to three times as much onsite detention volume, which is considered unwarranted for addressing nuisance problems.' Consequently, the County concluded that these issues would not impact the detention requirements for this project. GROFJP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 - _:J._:iM�R_ - _ _ _ -��.- Y�i • � p� � O�OORA►M10 INfORYATION •Y�T�M 2923059044 � Map 4 easu,s;cnannel Migiatton; . WLRD Drainaye Complaints • ��V�P��W Tallo � ll�dMpoind 81o►p�Tria � R�db�dw 11tlwW SIYs � H�mvdoir&Y� * !dd E�D1Md� N�� . �/Tow�l�LJrw `�1 Md"� 6T-R . :l O8l1NEA BECUNEB NTM�� N°� ;=;iEi w�Mr�oOw Q W11i0 d�Ywp�Oanplii �P�o�Y VYIAD Qwnrl l/{/�Yoe HmidNw BIlJCk R�VCT �N006tAT1 �1��s� w�E�IYhi1M • I WOfYIRORTRE81 1MCrY112 OR T� TREE82 Nw e«,w-w. �� a ��: a� ,� � �� ,��.� . - � . � ' q � ' � � q�a i M 71i wP�b�Md an�dpd dd�br�a�pW ��I bl�0�W toni a vrMy dw�aa IOnOCau�arrrl�oad►«porrbyw 1 L �on,an�lrlar ar 1oWon1�ow� 11rw�a�wnritl�r,�wM/oYrK - ��, - - . _ . ' , . 0.�� . . � � . . . . . �� _. . _ . WLRD Drainagra Comylaints within 500 ft. of 2923059044: aas=s:aasssa��aasasa�:aa:aaa�iss:s:aa:za:asaaa=��s:za : Comp.�o � 1994-0933 � . Status = CLOSED , • � , � Complaia = DICS, MICAELLS • Problem = FLOODING TYDe a � , . Recd = Tue Dec 20 00:00:00 1994 • Tb = 41F4 • � • . Padctpre = Ss . . .. Padd � 10406 , , a;�,�:'�ri:;:..' . . . .. , .�.;rx:-:,:;;•.: . . ... . . . Paddl = 174TH ST . Padc'�suff � Parcel � 2923059151 � ' ' • Ntb = 656D7 ' � sssz:�sa�z:s��sasas:�sa=aazaa:aszasaasa�aaxx=�:aaas�= • . � Coa��o a 2000-0698 � � , , $tattl8 s �r�$� Complain = SDi,OND, JERRY Problem s DDM . TyDe � C. , ' Recd � Z'hu Oct 12 00:00:00 2000 ' '. . 2b � . � Pad�re = SB � • . Padd � 15005 Paddl = 171ST ST ' Padc'�suff = � , Parcel = 3223059072 Ntb = 656C7 aas-mzassasaasasaazaazz:�zsasaaaaaas�aaaaasz�a:asasx� Comp�o = 2000-0698 _ Status = CLOSSD • ComDlaia = EDLUND. JERRY " . . Problem = DDM TYDe � R . Recd = Thu Oct 19 00:00:00 2000 Tb = ' Padc'�,�re a .� ' Padd =. 15005 Paddl = 171ST ST Padc�suff = � � Parcel = 3223059072 ' � Ntb = 656C7 . :�sasaasssaaaa::as�sazssssasaaazaa��as�aass:sasassaaz . • . COAIp�lO � 4001-0007 ' ' Status � CLOSED • Complain � MOB, RICAARD . Problem = AIl�1P TYDe � C Recd = Thu Jan 04 00:00:00 2001 Tb � Padd_yre = • • PAdd s 17442 ' . Padd1 = lO�RD AVS ' • Padc�,,suff � SB • Parcel � 2923059088 Ntb � 656C7 �.�:':��.i. ,..�': .r..�_- , _�Nov. 6.2001 12�00Pi�1 KC WLRD - :�Q��$��•�� • ' �$Q81'e�i Printed: 11/6101�1T�8 AM � � � i�tpo�i PrDUle�t Ad�l�Of RPObbm CO�m1a11tt , iIw'ei R� 19T2-0035 C DRNO 1001T CARR RD SE BASIWCUWERT/OVERFLAW ONl'0 PROP 85867 1974-0068 C 17824 SPRINGBROOK RD g Ut3H7 8TANDARD FAI.LiNG DOWN 656BT 1974-0469 C DRNG 17811 9TTH AVE 8 PLUOED DRAfN197TH qV�S 85687 1974-00T2 C DRNO 17216 1047H AVE SE PV1'DITCH 656C7 1977-0020 C DRNO 17230 SPRIN��ROOK RD g 656B6 18TT-0022 C DRNG 1T260 SPRIN�BROOK RD OF MUD ON7'O PROPERTY/SPRINGBROO 6SSBe 1978-0429 C DR1V0 1T268 BPRINGBROOK RD gACK YARD 65ggg 1978-0030 C DRNO 17004 SPRINGBRDOK RD GROUND WATER MOVEMEM' 656B6 i97a-oo4s C DRNG �Bs12 SPRMO�ROOK R� BLKp e56B8 1979-0100 C DRNO 12�328 3E I'ETROVRSKY RD CARR RDI98TH AVE SE � 85887 1981-0104 C EROSlON 96'23 S 1T6TH ST 65687 1981-0192 C FLDO 18812 SPRIN{38ROOK RD SpRINGBROOK RD $6888 7982-02d4 C FLDC3 1T210 3PRINGBROOK Rp g 656g� 1982-0478 C s�7s �i�t sr�sa�Av s �tu s�a; 1983-0197 C FLDG 17871 87TH AYE g 6588• 1983-0388 C DRNO 'f 8812 SPRINC3BROOK Rp g �rgg i 19840104 C FLDO 17�F20 9BTH AVE � �6e � 1985-Q522 F EROSION 16822 TAL.�OT RD g KgCtyWotResp/pvtPrpb g56E 1985-0712 R FL� 1T268 SPRINGBROOK RD SE TO CODE ENF. 656t 1966-1110 C EFtOSION 1001T SE CARR RD CCF#8WM 1161 OF CREEK CHANNEL 666' 1967-0412 C ER0510N i7224 98TH AVE 3 DRtiNY IS WA5MIN0 AWAY MEED BERM 8 658 1987-0415 C FLDG 1T224 98TH AVE s YARD 8T-0412 65f 1987-0518 C FLDO 17223 98TH A1/� g SPR1N4 CLEWROAD DRAINAGE B5t 1987-0673 E 1858 8 112TH ST WAYER FROM OOLF COURSE RUNNINQ 85i 1989-0129 C DRNO 18822 TALBOT RD 3 (PLAT NEW CONS�EXP03ED PIPE9 66 1989-056:i C FI.DO 3211 TAl.BOT RD g NEW PLAT ROACt WATER FLOWIN�OVER 8E 1990-0353 C DNERSIO 1?020 sPRING�R00K RD SE N�IN inA'T DNERT DRAINAGE/BTORM B� 1990-1027 C DRNO 9812 5 168TH PL CONST OF C1B M{35�8 WATER B' I 1�90-1231 C pRNa 17255 98TH AV� g �ROM RD/BERM FAILURE e 1990-1300 CL FLD(3 18900 TALBOT R� S CL.#�13508VWATER OVER ROAD E 1990-1653 C FLDO 10150 SE 1697'H PIACE OVERFI.OWINQ CB NEAR RENTON � 1891-0145 C DRN(3 18325 SE 140TH ST WATER FROM NEW HOU3ES DITCH � � 1991-0235 C DI�P1G 17420 98TH AVE g � DRAtNAG�FROM HILLSIDEIDEV��OPFM 1991-0929 G FLOODING 17024 SPRINGBROOK RD g DITCH BY PRIVATE DRIVEWAY 7991-0929 NDA FLOODtNO 17024 SPRINGBROOK RD TO CIP 1991-0929 SR FLOODINO 17024 SPR(NGBROOK RD g TO C1P 3 4991-1028 C FLOODiNO 9623 S 175TH ST CR05S PIPE SIZE OK Pape 1 oi 2 iyvv. b.Z001 12�01PM KC WLRD N0.400 P.3/� � � i�ps oT PcnDlent Add�t ofi Aco�Iem Comiamds '�papq �'�1993-0415 C EROS(ON 17?'12 987H AVE g EROSION IN PATHER CREEK � 656C7 � 1993-04i5 NDA ER0310N 1T712 98TH AVE S EROSION IN PA'fHER CR�K-PAU�N�� 656C7 I� � 1993-0415 RN ERo51oN 1T712 • 98TH AVE S EROSION IN PATHER CREEK 656C7 '' . 1995-1207 WQC DUMPiNG 10402 SE 1747H ST ALLEGED DUMPINO WTO IIVTERM(1l�NT 656C7 I'i 1998-086T NDA DRAINAGE 17811 BTTH AVE S �OBSTRUCTED OR INADEQUATE DRNO IM' 656C7 f 1998-0867 R DRAINAG� 17811 977H AVE g OBS7RUC'I'�D OR tNADEQUATE DRNG IM 888C7 �1999-0230 CL FLOODINO 17811 9T(H ANE g 656C7 200Q-0698 C pDM 16005 SE 171ST 8T CFUWNEL EROSION. PR�BLEM MAY BE 658CT ;2000-0696 R DDM . 15005 SE 1TiST ST CHANNEL ER0810N. PROgL�M MIIY BE 686G7 �'200Q-0741 E DDM 17824 TALgOT Rd g REIATED TO g8-OBBT RAM03.�OBSTRUC 868C7 20d0-0741 NDA- DDM 17824 TALBOT RD g RELATED TO 88-0887 RAMOS. OBSTRUC 668C7 �2001-0D07 C MMF 'l74d2 103RD AVE gE DOWNSPOUT DiSCHAR�ES FROM SUMM 686C7 �I I . � i � � I ' �,I . � Pa�e 2 of Z : �4NCEPTUAL HYDROLOGY REPORT VISTA HIGHLANDS � � King County,Was ' on Group Four Job No. -4515 � G�oup Four,InG � 16030 Juanita-Woodinville Way NE Bothell, WA 98011 FAX(206) 362-3819 (425) 775-4581 • (206) 362-4244 Vista Highiands Conceptual Hydrology Report #01-4515 DOWNSTREAM ANALYSIS Date of Observation: November 6, 2001 Observer: Lance Gyotoku, P.E. Brian Caferro, E.I.T. Weather: Cloudy,45° This downstream analysis begins at the southwest corner of the Vista Highlands site (Photo 1). Runoff is conveyed off the site to the south via a well defined ditch located on the east side of 103'�Avenue SE(Photo 2). This ditch was vegetated with grass and short blackberry bushes and littered with�allen leaves. It was approximately 2 feet deep and had a 3:1 side slope to the west (up to the road) and a 2:1 side slope to the east. From the southwest property comer flow is conveyed roughly 150 feet at 8 percent slope, where it enters a 12" diameter concrete culvert (Photo 3). This culvert transports runoff south approximately 40 feet to where it outfalls into a similar ditch (Photo 4) as discussed above. From here runoff works it way south at approximately 8 percent slope for roughly 100 feet. The ditch then transitions to roughly a 33% slope and continues south for approximately 20 feet where it empties into an unclassified stream. The rock lined stream was approximately 4 feet wide and was surrounded by thick blackberry bushes and trees (Photo 7). At the time of inspection water in the stream was approximately '/4" deep. At the junction of the ditch and stream a 5 foot diameter CMP culvert (Photos 5 & 6), located about 15 feet below the road, was accepting flow and transporting it west under 103ra Avenue SE at approximately 5% slope. The culvert was .approximately 65 feet long and ' outfalled into a stream on the west side of l03'� Avenue SE (Photo 8). The stream at this point was also about 4 feet wide and rock lined. � The stream meandered west(Photos 9,10 � 11) through private property for appro�mately 1,450 feet where it emptied into Panther Creek. Panther Creek(Photos 12,13,15 & 17) is classified as a Class 2 stream with salmonids. At this junction Panther Creek continues to meander west for approximately 600 feet where it is transported west under Talbot road through a 3 foot diameter, fiberglass lined culvert (Photo 1�. The culvert was approximately 30 feet helow Talbot Road and there was some ponding of water just before the culvert entrance. Also near the entrance there was a small amount of runoff emptying into Panther Creek from the south. It appeared to be runoff from Talbot Road and the adjacent development to the south. Approximately 250 feet upstreatn from this culvert there was some more runoff entering Panther Creek from the north. It was coming from a CMP half-pipe (Photo 14) which appeared to be draining the adjacent development to the north. There was little change in stream characteristics from 103`� Avenue to Talbot road. The entire length of stream between these streets was rock lined and surrounded by blackberry bushes, maple trees and a few evergreens. The flow width varied from 4 feet to 6 '/2 feet while the bank width varied from 5 feet to 9 feet. We were able to access the stream from Talbot Road up to approximately 400 feet east of the junction where the unclassified stream emptied into Panther GROUP FOUR,ING �`...` _ 16030 Juanita-Woodinville Way NE i Bothell,WA 98011 , I Vista Highlands Conceptual Hydrology Report #01-4515 Creek. At the time of inspection the unclassified stream and Panther Creek west of the junction were in excellent condition. The water flowing in the streams appeared very clean and clear. The vegetation surrounding the streams looked to be very healthy. There were no signs of any flooding or erosion problems except in one location where there was some scour located high on the stream bank at a bend in the stream. The scour appeared to be caused by considerably high flows that may have been diverted around a small dam made of rocks, fallen tree branches and leaves. After travelling under Talbot Road, Panther creek continues west and eventua.11y enters the Duwamish River. The addition of developed flows from Vista Highlands should not have any significant adverse impacts on the downstream system that was inspected. CROUP FOUR,ING �� 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Conceptual FIydrology Report #01-4515 Table 1. Vista Highlands 01-4515 Symbol Distance from site Slope Drainaga Qb�atiu�s discharge Compodcnt Dcscription: Type, Name and Sizc see map STA,ft,approx. %, Type: sheet flow, Gomments,existing and potCntial problems approx, swale,strencn; t channel,pipe, Begin End pond; Siza: ciinmeter,surface ' area Existing Downstream A 0+00 1 +50 8% Roadside ditch Well defined ditch with no signs of erosion or flooding. Vegetated with grass,fallen Icaves and short blackberry bushes. B 1 +50 1 +90 8% 12"Diameter Good condition. Very little sediment within pipe and no blocking problems at inlet Concrete and outlet. Culvert C 1 +90 2+90 8% Roadside ditch Well defined ditch with no signs of erosion or flooding. Vegetated with grass,fallen leaves and short blackberry bushes. D 2+90 3+ 10 33% Steep slope Runoff flows down steep slope and empties into unclassified stream. Rock lined down to stream stream in ood condition. Surrounded b thick over rown blackbe bushes. E 3 + 10 3 +75 5% 5' Diameter Transports stream west under 103 Avenue. In excellent condition with no blocldng CMP Ctilvert roblems. F 3+75 18+25 1 —5% Unclassified Stream in excellent condition. Only one area where we noticed some erosion Stream discussed in narrative on revious a e . G 18+25 24+25 1 —5% Panther Creek Stream in excellent condition. We noticed some occasional wetland flagging. H 15 +75 15+75 2% Unclassified Measurements takcn at this location. Flow width=6.5' Bank width= 12' Stream I 19+45 19+45 1% Panther Creek Measurements taken at this location. Flow width=4.5' Bank width=7' J 21 +45 21 +45 1% Panther Creek Measurements taken at this location. Flow width=4.5' Bank width=9' � � �� GROUP FOUR,INC. 16030 Juanita-Woodinville Way NE Bothell, WA 9801 1 Vista Highlands Conceptual Hydrology Report #01-4515 Table 2. Vista Highlands 01-4515 Syuibol Distance from site ,� Slopa D:�inage Componant ; Observ�tivns • discharge Description: Type, Name,and Size see map STA,ft,approx. %; Type: sheet flow; Commencs,exisring and potential problems approx, swale,stream, t channel,Pipe,pond; Begin �nd Size: diameter, surface area , . , . Proposed Downstream A 0+00 0+40 8°/a 12"pipe Pipe to outfall into existing ditch approximately 40 feet south of Vista Highland's +/- southwest ro e corner. B 0+40 1 +50 8% Roadside ditch Well defined ditch with no signs of erosion or flooding. Vegetated with grass, fallen leaves and short blackbe bushes. C 1 +50 1 +90 8% 12"Diameter Good condition. Very little sediment within pipe and no blocking problems at inlet Concrete Culvert and outlet. D 1 +90 2+90 8% Roadside ditch Well defined ditch with no signs of erosion or flooding. Vegetated with grass, fallen leaves and short blackbe bushes. E 2+90 3 + 10 33% Steep slope Runoff flows down steep slope and empties into unclassified stream. Rock lined down to stream stream in ood condition. Surrounded b thick over own blackbe bushes. F 3+ 10 3+75 5% 5' Diameter Transports sneam west under 103` Avenue. In excellent condirion with no CMI'Culvert blockin roblems. G 3 +75 18+25 1 —5% Unclassified Stream in excellent condition. Only one area where we noticed some erosion Stream discussed in narrarive on revious a e . H 18+25 24+25 1 —5% Panther Creek Stream in excellent condition. We noriced some occasional wetland flagging. � GROUP FOUR,INC. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 p. v :.Ub RC. _ 3b �z i z w �-• /706/ _ � - � � � �S./; o� >. . ..� _ . 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' _ _ . . - - - - �C�'� �� !`, ''"� ��.4� -.:��'��,�,'�r�� j�� IE� � �� . _ . _ _ - _ �' •��,�1� .f� ��5;� «„�,�,�'� �. _�`�`�� .E��#3• ,� � �� i �... �� - - - - _ �yf� / _- �' a� �� -�,-��`f-�ac� .,� �.'-► .�'a�.\� !). �� \ , : _ - � _ - - - €.'��- - g�� - ]!i .�r � .�s. a�n� �r��i�" � � �Ts ��, �ui �: _ - � _ �s:=� r �e,.- ;s _ tr' � '��\�� Lf ! � J63t�fk��a;"�,�- � _ i � A '-S�� . �s - .`�i_��'-+,s� �� :�� ,� i�V - `w.�: � � - � / / �""_ -i: •• �� 11�- ; � _ �TW{�7� f�;..� . . a:�-i� �'ista �fighlan�s Tcchni�al Inforiilation Report Joh I�o. 01-=��1� I TIR Section IV Retention/Detention Analysis & Design and Water Quality Analysis GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell.WA 98011 Vista Highlands Technical Information Report Job No. O1-4515 . . i Hydrologic Analysis King County's 1998 King County Surface Water Design Manual (KCSWDM) applies to this project as the regulatory guide for the analysis and subsequent design of storm water drainage systems (i.e. detention facilities, pipe networks, etc.). The interest azeas have been modeled using the King County Runoff Time Series (KCRTS) method, using the SeaTac rainfall station data with a 1.0 scale factor. The computer program KCRTS has been used to develop and manipulate hydrographs. The project is located within a level2 flow control area, and no significant problems were � identified in the downstream drainage system. Therefore, the flow control applied to the site include matching durations for 50% of the 2-year through 50-year peaks. See ' Developed Sub-basin Map in the plastic pouch at the end of the T'IIZ for depiction of site areas. GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 Existin� Conditions (Input Parameters) Soils The on-site soils are designated as Alderwood (AgC, Hydrologic Soil Group C) within the County Soil Survey. Consequently, a till soil classification has been utilized. SeaTac Scale Factor 1.0 Rainfall Re ion Land Cover: Total Area 3.31 Ac(Includes 0.23 Ac of proposed frontage improvements) Impervious Area 0.38 Ac (House,Driveway, etc.) Effective Imp. Fraction 0.50(L,ow Density Single-Family, 1 DuIGa) Effective Imp. Area 0.50 (0.38 Ac)=0.19 Ac Pervious Area 3.31 - 0.19= 3.12 Ac Pasture Perv. Area 0.59 Ac Forested Perv. Area 2.53 Ac � ii GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE ' Bothell,WA 98011 ' Vista Highlands Technical Information Report Job No. 01-4515 Detained Conditions I'�� (Input Parameters) �I Soils The on-site soils are designated as Alderwood (AgC, Hydrologic Soil Group C) within the County Soil Survey. Consequently, a till soil classification has been utilized. SeaTac Scale Factor 1.0 Rainfall Re ion Land Cover: Total Area 3.10 Ac (Includes 0.15 Ac of frontage improvements along the northwest portion of the site) Impervious Area Buildings=0.80 Ac Pavement and Sidewalks = 1.35 Ac Total Imperv. Area= 0.80 Ac + 1.35 Ac = 215 Ac Effective Imp. Fraction 1.00 Effective Imp. Area 2.15 (1.00)=2.15 Ac Pervious Area 3.10- 2.15 =0.95 Ac Grass/Lawn Perv. Area 0.95 Ac Forest Perv. Area 0 Ac GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 Bypass Conditions (Input Parameters) Soils The on-site soils are designated as Alderwood (AgC, Hydrologic Soil Group C) within the County Soil Survey. Consequently, a till soil I classification has been utilized. ' SeaTac Scale Factor 1.0 '�, Rainfall �i Re ion �, Land Cover• Total Area 0.21 Ac (Includes 0.08 Ac of frontage improvements along the southwest portion of the site) Impervious Area 0.06 Ac Effective Imp. Fraction 1.00 Effective Imp. Area 0.06 (1.00)=0.06 Ac Pervious Area 0.21 -0.06=0.15 Ac Grass/Lawn Perv. Area 0.15 Ac GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 Off-Site Conditions (Input Parameters) Soils The on-site soils are designated as Alderwood (AgC, Hydrologic Soil Group C) within the County Soil Survey. Consequently, a till soil , classification has been utilized. SeaTac Scale Factor 1.0 Rainfall Re ion ' Land Cover: I'� Total Area 0.29 Ac Impervious Area 0.10 Ac Effective Imp. Fraction 1.00 Effective Imp. Area 0.10(1.00)=0.10 Ac Pervious Area 0.29- 0.10=0.19 Ac Grass/L,awn Perv. Area 0.19 Ac �� I GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 SECTION 3.2 RUNOFF COMPUTATTON AND ANALYSIS MEI'HODS ; _. . . . _: - _� TABLE 3.2.?.D:PERCE'�'T IIiPERVIOUS:COVERAG�F�R EXISTING RESIDENTIA.L:4REAS - : , - , - , . --:. . ,� Dwelling UnitsJGross %Impervioust'� Dwelling Units/Gross %Impervious � _,�, Acre Acre 1.0 DUIGA 15�� 4.5 DU/GA 46 1.5 DU/GA 20 5.0 DU/GA 48 2.0 DU/GA 25 5.5 DU/CaA 50 2.5 DU/GA 30 6.0 DU/GA 52 , 3.0 DU/GA 34 6.5 DU/GA 54 � 3.5 DU/GA 38 7.0 DU/GA 56 4.0 DU/GA 42 7.5 DU/GA 58 For PUDs,condominiums,apartments,commercial businesses,and - industrial areas,percent impervious coverage must be computed. Notes: �'� Indudes streets and sidewalks. �L� These figures should be adjusted by the effective impervious fraction given in Table 3.2.2.E, 'rf aoplicable. Values from Table 322.E may be interpolated as necessary. I _ _._ . _ _ _ ,�� II v� -_ TABLE 3.�.?E EFFECT'IVE I�4IPERVIOUS FRACTION�i? - ; ;=� h. . _ �� Land Use Predevelopment Post-Development Commercial, Industrial,or Roads with Collection System 0.95 1.00 Multi-Family or High Density Single Family�� (>4 DU/GA) 0.80 1.00�� Medium Density Single Family{2� (4 DU/GA) 0.66 1.00�3� Low Density Single Family�}(1 DU/GA) 0.50 1.00�3� Rural��(< 1 DU/GA) 0.40 1.00�3� GraveUDirt Roads and Parking Lots, Roads without 0.50 0.50 Collection System Notes: �'� The effective impervious fraction is the fraction of actual total impervious area connected to the drainage system. These figures should be used in the absence of detailed surveys or physical inspection(e.g.,via pipe,channel,or short sheet flowpath). �1� Figures for residential areas indude roadways. �'� Where downspout infiltration is used,roofs are not counted as impenrious area when sizing the flow control facility. Roofs are considered grass where downspouts are dispersed in rural residential development,or where dispersed flowpaths exceed 50 feet in urban residential development(see � Section 5.1.2 for timitations on roof downspout dispersion). �� 9/1/98 1998 Surface Water Design Manual 3-28 SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS MEIHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ��8 ST 1.0! `�-:�- ST1.0 LA0.8 LA0.9 � 1.0 LA1.2 ST1�� SNOMOYIZM COYNTY � �� xrwa�coyetr - � � .� a= � �. � _ ��I ; ° , � � � � I�, �,,f i`e �- '�'; , � j o � $ � s R: ' - � 1-�,a � �' - . �� r', � ,� }� � 8 , � +;�.--� �� /f! � :. /f"_Ri' .,'�'� �-, . ,\. t .� . . . I �� ' � � L� �� . � . �" �� 1•`!�7 y�� ^I� �� / . . � ��'� I � � i7 c Y., �� t�"'`. j , , 7-- atr '.r �, `. t' '�" '� � .rcx[a _ �T� - �. . _ :r" � -w - f" - �, �F f' +';� - �.E _ �-=�� ,�, - _ ' �. _ � = r---,�, r l � ��., i+�oY.�� , If x `,-, � a��r,� � ( � �'�. � '1J �` ,�•�?uaC;-1 ./. . - � ( � 4� v � `�,r.» s :� ; h r'.,�� -J �. .!. I M70 f' �� } 'r ' :�� s ^� �_ ' � . �.. "f'y�:. r�� f' r � �� 4 >, I ,: ,� ,r yr; f �� ? 1 � ,�.,� �� , ; Q .,� LANDSBURG v.r.. r / / i t '� �ww� � � � � . � ._ i " � �\.. . � N �e ItIMI r � . �t . �a� . .. �.r...� �' � � � � f O _ � r. . T� WOrYW S�� `�� KEMi� ! Q , ��` � � f 1� �: '`' � ! � r 1. !� ' � ' �� J 'I i � t- :r _ � � � s� ,'� t �f— ��ACR- ' . . '� �a'`� 7� .� � � f" ::�� ,. ST 1.1 � ��,� , / � 6 �h�,��/ � . . . / M Q G�O� TJ� �. . . �1lRCE COVNT♦ � . . . � . . . .. . '_ _. :'. .. . . ':.: ST 1 A " ` ' ;�- _ ; ,� ;_: ST 1.01 �' '- � � Rainfall Regions and �0,8 Regional Scale Factors � o.g � �.0 LA 1.2 � Incorporated Area _ �.� River/Lake Major Road ,;.� 9/1/98 1998 Surface Water Design Manual 3-22 Flow Frequency Analysis Time Series File:offsite.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.041 4 2/09/O1 2:00 0.087 1 100.00 0.990 0.030 7 1/05/02 16:00 0.050 2 25.00 0.960 0.050 2 2/27/03 7:00 0.043 3 10.00 0.900 0.028 8 8/26/04 2:00 0.041 4 5.00 0.800 0.035 6 1�/28/04 16:00 0.041 5 3.00 0.667 0.043 3 1/18/06 16:OQ 0.035 6 2.00 0.500 0.041 5 10/26/06 0:00 0.030 7 1.30 �.231 0.087 1 1/09/08 6:00 0.028 8 1.10 0.091 Computed Peaks 0.075 50.00 0.980 ' � I I I� I i I i � 'i I �I � ' �I Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.230 2 2/09/O1 18:00 0.344 1 100.00 0.990 0.097 7 1/05/02 16:00 0.230 2 25.�0 0.960 0.204 3 2/28/03 3:00 0.204 3 10.00 0.900 0.�50 8 8/26/04 2:00 0.197 4 5.00 0.800 0.121 6 1/05/05 8:00 0.182 5 3.00 0.667 0.197 4 1/18/06 16:00 0.121 6 2.00 0.500 0.182 5 11/24/06 4:00 0.097 7 1.30 0.231 0.344 1 1/09/08 9:00 0.050 8 1.10 0.091 Computed Peaks 0.306 50.00 0 .980 Flow Frequency Analysis Time Series File:predev+offst.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.264 2 2/09/O1 15:00 0.429 1 100.00 0.990 0.127 7 1/05/02 16:00 0.264 2 25.00 0.960 0.249 3 2/28/03 3:00 0.249 3 10.00 0.900 0.079 8 8/26/04 2:00 0.240 4 5.00 0.800 0.146 6 1/OS/05 8:00 0.221 5 3.00 0.667 0.240 4 1/18/�6 16:00 0.146 6 2.00 0.500 0.221 5 11/24/06 4:00 0.127 7 1.30 0.231 0.429 1 1/09/08 6:00 0.079 8 1.10 0.091 Computed Peaks 0.374 50.00 0.980 ,� � I Flow Frequency Analysis Time Series File:det.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.606 6 2/09/O1 2:00 1.22 1 100.00 0.990 0.502 8 1/05/02 16:00 0.805 2 25.00 0.960 0.727 3 2/27/03 7:00 0.727 3 10.00 0.900 0.554 7 8/26/04 2:00 0.664 4 5.00 0.800 0.664 4 10/28/04 16:00 0.644 5 3 .00 0.667 0.644 5 1/18/06 16:00 0.606 6 2.00 0.500 0.805 2 10/26/06 0:00 0.554 7 1.30 0.231 1.22 1 1/09/08 6:00 0.502 8 1.10 0.091 Computed Peaks 1.08 50.00 0.980 Flow Frequency Analysis Time Series File:det+offst.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.648 6 2/09/O1 2:00 1.31 1 1Q0.�0 0.990 0.532 8 1/05/02 16:00 0.846 2 25.00 0.960 0.777 3 2/27/03 7:00 0.777 3 10.00 0.900 0.582 7 8/26/04 2:00 0.699 4 5.00 0.800 0.699 4 10/28/04 16:00 0.688 5 3.00 0.667 0.688 5 Z/18/06 16:00 0.648 6 2.00 0.500 0.846 2 10/26/06 0:00 0.582 7 1.30 0.231 1.31 1 1/09/08 6:00 �.532 8 1.10 0.091 Computed Peaks 1.15 50.Q0 0.980 Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.028 4 2/09/O1 2:00 0.060 1 100.00 0.990 0.020 7 1/05/02 16:00 0.034 2 25.00 0.960 0.034 2 2/27/03 7:00 0.029 3 10.00 0.900 0.018 8 8/26/04 2:00 0.028 4 5.00 0.800 0.022 6 lQ/28/04 16:00 0.027 5 3.00 0.667 0.029 3 1/18/06 16:00 0.022 6 2.00 0.500 0.027 5 11/24/06 3:00 0.020 7 1.30 0.231 0.060 1 1/09/08 6:00 0.018 8 1.10 0.091 Computed Peaks 0.052 50.00 0.980 i Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.217 2 2/09/O1 20:00 0.304 10.02 1 100.00 0.990 0.063 7 12/28/O1 18:00 0.217 8.88 2 25.00 0.960 0.151 5 3/06/03 22:00 0.188 7.84 3 10.00 0.900 0.056 8 8/26/04 7:00 �.151 6.86 4 5.00 0.800 0.086 6 1/05/05 16:00 0.151 6.85 5 3.00 Q.667 0.151 4 1/18/06 23:00 0.086 5.27 6 2.00 0.500 0.188 3 11/24/06 8:00 0.063 4.19 7 1.30 0.231 0.304 1 1/09/08 11:00 0.056 3.40 8 1.10 0.091 Computed Peaks 0.275 10.01 50.00 0.980 I�_� ; � I � Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.232 2 2/09/O1 18:00 0.319 1 100.40 Q.990 0.069 7 12/28/O1 15:00 0.232 2 25.00 0.960 0.160 5 3/06/03 21:00 0.201 3 10.00 0.900 0.067 8 8/26/04 2:00 0.162 4 5.00 0.800 0.092 6 1/05/05 15:00 0.160 5 3 .00 0.667 0.162 4 1/18/06 22:00 0.092 6 2.00 0.500 0.201 3 11/24/06 7:00 0.069 7 1.30 0.231 0.319 1 1/09/08 11:00 0.067 8 1.10 0.091 Computed Peaks 0 .290 50.00 0.980 N - - - - - - - -- - O rdout.dur c dsout.dur � i�--__ TARGET.dur C -_—t;� � R o � �_``_-��_ \� O-__„`----`_ �' _--p- � 0 C �Q �,�� \ b� �� 2 ;.; � � � o � -� U �� \`r, � � b � �� .. ��t`"�, .`�c ��.,�"�-�._ U � N 000 � �C.�1-; Q � � \��,-- - O ;'� r�� '�`� 0 00 �� --___�� 0 �, s 10 -5 . 10 � 10 �3 10 -2 10 -� 10� Probability Exceedence Duration Comparison Anaylsis Base File: predev+offst.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- _ Cutoff Base New �Change Probability Base New aChange 0.074 � d.69E-02 0.61E-02 -10.5 � 0.69E-02 0.074 0.072 -2.1 0.088 � 0.51E-02 0.41E-02 -18.9 ( 0.5ZE-02 0.088 0.077 -12 .6 0.103 � 0.38fi-02 0.32E-02 -16.7 � 0.38E-02 0.103 0.092 -10.9 0.118 � 0.28E-02 0.25E-02 -9.4 � 0.28E-02 0.118 0.112 -4.8 0.132 � 0.205-02 0.16E-02 -17.5 � 0.20E-02 0.132 0.127 -4.4 0.147 � 0.14E-02 �.12E-02 -10.7 � 0.14E-02 0.147 0.143 -3.1 0.162 � O.10E-02 0.90fi-03 -12 .7 � O.10E-02 0.162 0.157 -3.3 0.177 I 0.83E-03 0.65E-03 -21.6 � 0.83E-03 0.177 0.165 -6.5 0.191 � 0.60E-03 0.41E-03 -32.4 � 0.60E-03 0.191 0.179 -6.3 0.206 � 0.44E-03 0.23E-03 -48.1 � 0.44E-03 0.206 0.188 -8.7 Q.221 � 0.18E-03 0.11E-03 -36.4 � 0.18E-03 0.221 Q.215 -2.7 0.235 � 0.15E-03 O.00E+00 -100.0 � 0.15E-03 0.235 0.219 -7.0 � 0.250 � 0.49E-04 O.00E+00�0.0 � 0.49E-04 0.250 0.230 -8.1 There is no positive excursion Maximum negative excursion = 0.013 cfs (-13 .6°s) occurring at 0.092 cfs on the Base Data:predev+offst.tsf and at 0.079 cfs on the New Data:dsout.tsf � �� iCc-�D(� ��--'tz� �.3.� C� . 3-S(> /O / R�tTc�l� �xc..0�st�.� lS t�C�� [�-oc.�, � Retention/Detention Facility Type of Facility: Detention Vault I Facility Length: 85.00 ft Facility Width: 46.00 ft Facility Area: 3910. sq. ft Bffective Storage Depth: 10.00 ft Stage 0 Elevation: 280.OU ft Storage Volume: 39100. cu. ft �2C J�L� �TT �[�(_UI�L.C. Riser Head: 10.a0 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.06 0.096 2 5.10 1.20 0.086 4.0 3 6.50 1.10 0.061 4.0 Top Notch Weir: None ' Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs? (cfs) 0.00 280.00 0. 0.000 0.000 0.00 0.01 280.01 39. 0.001 �.003 0.00 0.02 280.02 78. O.OQ2 0.005 0.00 0.03 280.03 117. 0.003 0.006 0.00 0.04 280.04 156. 0.004 0 .006 0.00 0.06 280.06 235. 0.005 0 .007 0.00 0.07 280.07 274. 0.006 0.008 0.00 0.08 280.08 313. 0.007 0.008 0.00 0.09 280.09 352. 0.�08 0.009 0.00 0.10 280.10 391. 0.�09 0.010 0.00 0.30 280.30 1173. 0.027 0.017 0.00 0.49 280.49 1916. 0.044 0.021 0.00 0.69 280.69 2698. 0.062 0.025 0.00 0.88 280.88 3441. 0 .079 0.029 O.OU I 1.08 281.08 4223. 0 .09? 0.032 0.00 ��i 1.28 281.28 5005. 0 .115 0.034 0.0� ' 1.47 281.47 5748. 0.132 0.037 0.00 ' 1.67 281.67 6530. 0.150 0.039 0.00 1.86 281.86 7273. 0.167 0.042 0.�0 2.06 282.06 8055. 0.185 0.044 0.00 2.26 282 .26 8837. 0.203 0.046 0.00 i 2.45 282.45 9580. 0.220 0.048 O.Oa I 2.65 282.65 10362. 0.238 0.050 0.00 j 2.84 282.84 11104. 0.255 0.051 0.00 I 3.04 283 .04 11886. 0.273 0.053 0.00 j 3.24 283.24 12668. 0.291 0.055 O.QO 3 .43 283.43 13411. 0.308 0.056 0.00 3.63 283 .63 14193. 0.326 0.058 0.00 3.82 283 .82 14936. 0.343 0.060 O.QO 4.02 284.02 15718. 0.361 0.061 0.00 4.22 284.22 16500. 0.379 0.063 0.00 1� �a,�'�r �A��'afz lS 1�1-' ��f'C_L�1� � W� t-�411� 1� �84a.�,�� BELL��1L�- �"��,4T 7�� R�cs�Z� � Kc�� 4C� �- sc��Fcc_c�� ec��.�v�Tl c� ��-'C-Sc��DI� 3?3.�� PC�r 3-�''l�� T,�P�C(f�L.L� G lV�,'� 7�T T�t`� l O�� `'-�fTlU'� ��zc_U�S C�J w�� - F�1�tT� � �t��O� �-l.� DUP-�Zzrnv �L`ES CS . I il 4.41 284.41 17243 . 0.396 0.064 0.00 4.61 284.61 18025. 0.414 0.065 0.00 4.81 284.81 18807. 0.432 0.067 0.00 5.00 285.00 19550. 0.449 0.068 0.00 5.10 285.10 19941. 0.458 0.069 0.00 5.11 285.11 19980. 0.459 0.069 0.00 5.12 285.12 20019. 0.460 0.070 0.00 5.14 285.14 20097. 0.461 0.072 0.00 5.15 285.15 20137. 0.462 0.074 0.00 5.16 285.16 20176. 0.463 0.077 0.00 5.17 285.17 20215. 0.464 0.080 0.00 5.19 285.19 20293 . 0.466 0.081 0.00 5.20 285.20 20332. 0.467 0.082 0.00 5.21 285.21 20371. 0.468 0.083 0.00 5.41 285.41 21153. 0.486 0.093 0.00 5.60 285.60 21896. 0.503 0.100 0.00 5.80 285.80 22678. 0.521 0.106 0.00 6.00 286.00 23460. 0.539 0.112 0.00 6.19 286.19 24203 . 0.556 0.117 0.00 6.39 286.39 24985. 0.574 0.121 0.00 6.50 286.50 25415. 0.583 0.124 0.00 6.51 286.51 25454. 0.584 0.124 0.00 6.52 286.52 25493. 0.585 0.125 0.00 6.53 286.53 25532. 0.586 0.127 0.00 6 .55 286.55 25611. 0.588 0.129 0.00 6 .56 286.56 25650. 0.589 0.131 0.00 6.57 286.57 25689. 0.590 0.134 0.00 6.58 286.58 25728. 0.591 0.135 0.00 6.59 286.59 25767. 0.592 0.136 0.00 6.79 286.79 26549. 0.609 0.148 0.00 6 .98 286.98 27292. 0.627 0.157 0.00 7.18 287.18 28074. 0.644 0.165 0.00 7.38 287.38 28856. a.662 0.172 0.00 7 .57 287.57 29599. 0.679 0.179 0.00 7 .77 287.77 30381. 0.697 O.Z86 0.00 7.96 287.96 31124. 0.714 0.192 0.00 8.16 288 .16 31906. 0.732 0.198 0.00 8.36 288 .36 32688. 0.750 0.203 0.00 8.55 288.55 33431. 0.767 0.209 0.00 � 8.75 288.75 34213. 0.785 0.214 0.00 8.94 288.94 34955. 0.8a2 0.219 0.00 , 9.14 289.14 35737. 0.820 0.224 0.00 � 9.34 289.34 36519. 0.838 0.229 0.00 i 9.53 289.53 37262. 0.855 0.233 0.00 9.73 289.73 38044. 0.873 0.238 0.00 , 9.92 289.92 38787. 0.890 0.243 0.00 10.00 290.00 39100. 0.898 0.244 0.00 10.10 290.10 39491. 0.907 0.554 0.00 10.20 290.20 39882. 0.916 1.120 0.00 10.30 290.30 40273. 0.925 1.850 0.00 � 10.40 290.40 40664. 0.934 2.640 0.00 10.50 290.50 41055. a.942 2.930 0.00 10.60 290.60 41446. 0.951 3.190 0.00 10.70 290.70 41837. 0.960 3.420 0.00 10.80 290.80 42228. 0.969 3.640 0.00 10.90 290 .90 42619. 0.978 3.850 0.00 11.00 291 .00 43010. 0.987 4.050 0.00 ; 11.10 291.10 43401. 0.996 4.230 0.00 11.20 291.20 43792. 1.005 4.410 0.00 11.30 291.30 44183. 1.014 4.580 0.00 11.40 291.40 44574. 1.023 4.750 0.00 11.50 291.50 44965. 1.032 4.910 0.00 11.60 291.60 45356. 1.041 5.060 0.00 11.70 291.70 45747. 1.050 5.210 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1.31 0.30 10.02 290.02 39176. 0.899 2 0.65 0.22 8.88 288.88 34706. 0.797 3 0.65 0.19 7.84 287.84 30659. 0.704 4 0.78 0.15 6.85 286.85 26787. 0 .615 5 0.69 0.15 6.86 286.86 26820. 0 .616 6 0.41 0.09 5.27 285.27 20605. 0.473 7 0.53 0.06 4.20 284.20 16403. 0.377 8 0.58 0.06 3.40 283.40 13283 . 0.305 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.30 0.06 ******** ******* 0.32 2 0.22 0.03 ******** 0.26 0.23 3 0.19 0.03 ******** ******* 0.20 4 0.15 0.03 ******** ******* 0.16 5 0.15 0.03 ******** ******* 0.16 6 0.09 0.02 ******** ******* 0.09 7 0.06 0.02 ******** ******* 0.07 8 0.06 0.02 ******** ******* 0.07 ---------------------------------- Route Time Series through Facility Inflow Time Series File:det+offst.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 1.31 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.304 CFS at 11:00 on Jan 9 in Year 8 Peak Reservoir Stage: 10.02 Ft Peak Reservoir Elev: 290.02 Ft Peak Reservoir Storage: 39176. Cu-Ft . 0.899 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 0.319 CFS at 11:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:rdout.tsf � Project Location:Sea-Tac i ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.217 2 2/09/O1 20:00 0.304 10.02 1 100.00 0.990 0.063 7 12/28/O1 18:00 0.217 8.88 2 25.00 0.960 0.151 5 3/06/03 22:00 0.188 7.84 3 10.00 0.900 0.056 8 8/26/�4 7:00 0.151 6.86 4 5 .00 0.800 0.086 6 1/05/05 16:00 0.151 6.85 5 3 .00 0.667 0.151 4 1/18/06 23:00 0.086 5.27 6 2.00 0.500 �.188 3 11/24/06 8:00 0.063 4.19 7 1.30 0.231 0.304 1 1/09/08 11:00 0.056 3.40 8 1.10 0.091 Computed Peaks 0.275 10.01 50.00 0.980 Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.232 2 2/09/O1 18:00 0.319 1 100.00 0.990 0.069 7 12/28/O1 15:00 0.232 2 25.00 0.960 0.160 5 3/06/03 21:00 0.201 3 10.00 0.900 0.067 8 8/26/04 2:00 0.162 4 5.00 0.800 0.092 6 1/05/05 15:00 0.160 5 3 .00 0.667 �.162 4 1/18/06 22:00 0.092 6 2 .00 0.500 0.201 3 11/24/06 7:00 0.069 7 1.30 0.231 0.319 1 1/09/08 11:00 0.067 8 1.10 0.091 Computed Peaks 0.290 50 .00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ % % 0.003 36228 59.080 59.080 40.920 0.409E+00 0.009 4461 7.275 66.355 33 .645 0.336E+00 0.a15 4325 7.053 73.408 26.592 0.266E+00 0.021 4283 6.985 80.393 19.6�7 0.196E+00 0 .027 3136 5.114 85.507 14.493 0.145E+00 0 .034 2995 4.884 90.391 9.609 0.961E-01 0 .040 1910 3.115 93.506 6.494 0.649E-01 0.046 1191 1.942 95.448 4.552 0.455E-01 0.052 1035 1.688 97.136 2.864 0.286E-01 0.058 652 1.063 98.200 1.800 0.180E-01 0.064 447 0.729 98.929 1.071 0.107E-01 0.070 363 0.592 99.521 0.479 0.479E-02 0.076 21 0.034 99.555 0.445 0.445E-02 0.082 18 0.029 99.584 0.416 0.416E-02 0.088 31 0.051 99.635 0 .365 0.365E-02 0.�94 21 0.034 99.669 0.331 0.331E-02 0.101 14 0.023 99.692 0 .308 0.308E-02 0.107 21 0.034 99.726 0.274 0.274E-02 0.113 20 0.033 99.759 0.241 Q.241E-02 0.119 27 0.044 99.803 0.197 0.197E-02 0.125 31 0.051 99.853 0.147 0.147E-02 0.131 4 0.007 99.860 0.140 0.140E-02 0.137 6 0.010 99.870 0.130 0.130E-02 0.143 12 0.020 99.889 0.111 0.111E-02 0.149 7 0.011 99.901 0.099 0.995fi-03 0.155 10 0.016 99.917 0.083 0.832E-03 0.161 5 0.008 99.925 0.075 0.750E-03 0.168 7 0.011 99.936 0.a64 0.636E-03 0.174 9 0.015 99.951 0.049 0.489E-03 0.180 4 0.007 99.958 0.042 0.424E-03 0.186 7 0.011 99.969 0.031 0.310E-03 0.192 4 0.007 99.976 0.024 0.245E-03 0.198 3 0.005 99.980 0.020 0.196E-03 0.204 3 0.005 99.985 0.015 0.147E-03 0.210 3 0.005 99.990 0.010 0.978E-04 0.216 4 0.007 99.997 0.003 0.326E-04 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � � � 0.003 36250 59.116 59.116 40.884 0.409E+00 0.010 4574 7.459 66.575 33.425 0.334E+00 0.016 4515 7.363 73.938 26.062 0.261E+00 0.023 4381 7.144 81.083 18.9Z7 0.189E+00 0.029 3001 4.894 85.977 14.023 0.140E+00 0.036 2959 4.826 90.802 9.198 0.920E-01 0.042 1760 2.870 93.673 6.327 0.633E-01 �.049 1236 2.016 95.688 4.312 0.431E-01 0.055 942 1.536 97.224 2.776 0.278E-01 0.062 644 1.050 98.275 1.725 0.173E-01 0.068 432 0.705 98.979 1.021 0.102E-01 0.075 282 0.460 99.439 0.561 0.561E-02 0.081 60 0.098 99.537 0.463 0.463E-02 0.088 30 0.049 99.586 0.414 0.414E-02 0.094 31 0.051 99.636 0.364 0.364E-02 0.101 23 �.038 99.674 0.326 0.326E-02 0.107 14 0.023 99.697 0.303 0.303E-02 0.114 23 0.038 99.734 0.266 0.266E-02 0.120 16 0.026 99.760 0.240 0.240E-02 0.127 29 0.047 99.808 0.192 0.192E-02 0.133 20 0.033 99.840 0.160 0.160E-02 0.140 11 0.018 99.858 0.142 0.142E-02 0.146 10 0.016 99.874 0.126 0.126E-02 0.153 8 0.013 99.887 0.113 0.113E-02 0.159 9 0.015 99.902 0.098 0.978E-03 0.166 10 0.016 99.918 0.082 0.815E-03 0.172 4 0.007 99.925 0.075 0.750E-03 0.179 9 0.015 99.940 0.060 0.603E-03 0.185 7 0.011 99.951 0.049 0.489E-03 0.192 5 0.008 99.959 0.041 0.408E-03 0.198 7 0.011 99.971 0.029 0.294E-03 0.205 4 0.007 99.977 0.�23 0.228E-03 0.211 3 0.005 99.982 �.018 0.179E-03 0.218 1 0.002 99.984 0.016 0.1635-03 0.224 5 0.008 99.992 0.008 0.8158-04 0.231 3 0.005 99.997 0.003 0.326E-04 Duration Comparison Anaylsis Base File: predev+offst.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New �Change 0.074 � Q.69E-U2 0.61E-02 -10.5 � 0.69E-02 0.074 0.072 -2 .1 0.088 � 0.51E-02 0.41E-02 -18.9 � 0.51E-02 0.088 0.077 -12.6 0.103 � 0.38E-02 0.32E-02 -16.7 � 0.38E-02 0.103 0.092 -10.9 0.118 � 0.28E-02 0.25E-02 -9.4 I 0.28E-02 �.118 0.112 -4.8 0.132 I 0.20E-02 0.16E-02 -17.5 � 0.20E-02 0.132 0.127 -4.4 0.147 I 0.14E-02 0.12E-02 -10.7 � 0.14E-02 0.147 0.143 -3.1 Q.162 � O.10E-02 0.90fi-03 -12.7 � O.10E-02 0.162 0.157 -3.3 0.177 � a.83E-03 0.65E-03 -21.6 � 0.83E-03 0.177 0.165 -6.5 0.191 ` 0.60E-03 0.418-03 -32.4 I 0.60E-03 Q.191 0.179 -6.3 0.206 � 0.44B-03 0.23E-03 -48.1 � 0.44E-03 0.206 0.188 -8.7 0.221 I 0.18E-03 O.11fi-03 -36.4 � 0.18E-03 0.221 0.215 -2.7 0.235 ( 0.15E-03 O.00E+00 -100.0 � 0.15E-03 0.235 0.219 -7.0 0.250 � 0.49E-04 O.OQE+00 -100.0 f 0.49E-04 0.250 0.230 -8.1 There is no positive excursion Maximum negative excursion = 0.013 cfs (-13 .6°s) occurring at 0.092 cfs on the Base Data:predev+offst.tsf and at 0.079 cfs on the New Data:dsout.tsf ---------------------------------- Route Time Series through Facility Inflow Time Series File:det+offst.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 1.31 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0 .304 CFS at 11:Q0 on Jan 9 in Year 8 Peak Reservoir Stage: 10.02 Ft Peak Reservoir Elev: 290.02 Ft Peak Reservoir Storage: 39176. Cu-Ft . 0.899 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 0.319 CFS at 11:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.217 2 2/09/O1 20:00 0.304 10.02 1 100.OQ 0.990 0.063 7 12/28/O1 18:00 0.217 8.88 2 25.00 0.960 0.151 5 3/06/03 22:00 0.188 7.84 3 10.00 0.900 0.056 8 8/26/04 7:00 0.151 6.86 4 5.00 0.80� 0.086 6 1/05/05 16:00 0.151 6.85 5 3 .00 0.667 0.151 4 1/18/06 23:00 0.086 5.27 6 2.00 0.500 0.188 3 11/24/06 8:00 0.063 4.19 7 1.3Q 0.231 0.304 1 1/09/OS 11:00 0.056 3.40 8 1.1� 0.091 Computed Peaks 0.275 10.01 50.00 0.980 Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.232 2 2/09/O1 18:00 0.319 1 100.00 0 .990 0.069 7 12/28/O1 15:Q0 0.232 2 25.00 0 .960 . i i 0.160 5 3/06/03 21:00 �.201 3 10.00 0.900 O.U67 8 8/26/04 2:00 0.162 4 5.00 0.800 0.092 6 1/05/05 15:00 0.160 5 3.00 a.667 0.162 4 1/18/06 22:00 0.092 6 2.00 0.50a �, �.201 3 11/24/06 7:00 0.069 7 1.30 0.231 0.319 1 1/09/08 11:00 0.067 8 1.10 0.091 i Computed Peaks 0.290 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Bxceedence_Probability CFS � % °s li 0.003 36228 59.080 59.080 40.920 0.409E+00 I 0.009 4461 7.275 66.355 33.645 0.336E+00 0.015 4325 7.053 73 .408 26.592 0.266E+00 0.021 4283 6.985 80.393 19.607 0.196E+00 0.027 3136 5.114 85.507 14.493 0.145E+00 0.034 2995 4.884 90.391 9.609 �.961E-01 0.040 1910 3.115 93.506 6.494 0.649E-01 ', 0.046 1191 1.942 95.448 4.552 0.455E-a1 I 0.052 1035 1.688 97.136 2.864 0.286E-01 ! 0.058 652 1.063 98.200 1.800 �.180E-01 � 0.064 447 �.729 98.929 1.071 0.107E-01 0.070 363 0.592 99.521 0.479 0.479E-02 0.076 21 0.034 99.555 0.445 0.445E-02 0.082 18 0.029 99.584 0.416 0.416E-02 0.088 31 0.051 99.635 0.365 0.365E-02 I 0.094 2I 0.034 99.669 0.331 0.331E-02 0.101 14 0.023 99.692 0.308 0.308E-02 0.107 21 0.034 99.726 0.274 0.274E-02 I 0.113 20 0.033 99.759 0.241 0.241E-02 ' 0.119 27 0.044 99.803 0.197 0 .197E-02 I 0.125 31 0.051 99.853 0.147 0.147E-02 ' 0.131 4 0.007 99.860 0.140 0.140E-02 � 0.137 6 0.010 99.870 0.130 0.130E-02 0.143 12 0.020 99.889 0.111 0 .111E-02 ' 0.149 7 0.011 99.901 0.099 0.995E-03 0.155 10 0.016 99.917 0.083 0.832E-03 0.161 5 0.008 99.925 0.075 0.750E-�3 0.168 7 0.011 99.936 0.064 0.636E-03 ' 0.174 9 0.015 99.951 0.049 0.489E-03 ' 0 .180 4 0.007 99.958 0.042 0 .424E-03 0.186 7 O.OI1 99.969 0.031 0.310E-03 0.192 4 0.007 99.976 0.024 0.245E-03 0.198 3 0.005 99.980 0.020 0.196E-03 0.204 3 0.005 99.985 0.015 0.147E-03 0.210 3 0.005 99.990 0.�10 0.978E-04 0 .216 4 0.007 99.997 0.003 0.326E-04 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � % � 0.003 36250 59.116 59.116 40.884 0.409E+00 0.010 4574 7.459 66.575 33.425 0.334E+�0 0.016 4515 7.363 73.938 26.062 0.261E+00 0.023 4381 7.144 81.083 18.917 0.189E+00 0.029 3001 4.894 85.977 14.023 0.140E+00 0.036 2959 4.826 90.802 9.198 0.920E-01 ; i _ I 0.042 1760 2.870 93.673 6.327 0.633E-01 0.049 1236 2.016 95.688 4.312 0.431E-01 ' 0.055 942 1.536 97.224 2.776 0.278E-01 0.062 644 1.050 98.275 1.725 0.173E-01 0.068 432 0.705 98.979 1.021 0.102E-01 0.075 282 0.460 99.439 0.561 Q.561E-02 0.081 60 0.098 99.537 U.463 0.463E-02 0.088 30 0.049 99.586 0.414 0.414E-02 0.094 31 0.051 99.636 0.364 0.364E-02 ', 0.101 23 0.038 99.674 �.326 0.326E-02 ', 0.107 14 0.023 99.697 0.303 0.303E-02 � 0.114 23 0.038 99.734 0.266 0.266E-02 I 0.120 16 0.026 99.760 U.240 0.240E-02 0.127 29 0.047 99.808 0.192 0.192E-02 �I 0.133 20 0.033 99.840 0.160 0.160E-02 ' 0.140 11 0.018 99.858 0.142 0.142E-02 0.146 10 0.016 99.874 0.126 0.126E-02 0.153 8 0.013 99.887 0.113 0.113E-02 0.159 9 0.015 99.902 0.098 0.978E-03 0.166 10 0.016 99.918 0.082 0.815E-03 0.172 4 0.007 99.925 0.075 0.750E-03 0.179 9 0.015 99.940 0.060 0.603E-03 0.185 7 0.011 99.951 0.049 a.489E-03 0.192 5 0.008 99.959 0.041 0.408E-03 0.198 7 0.011 99.971 0.029 0.294E-03 0.205 4 0.007 99.977 0.023 0.228E-03 0.211 3 0.005 99.982 0.018 0.179E-03 0.218 1 0.002 99.984 0.016 0.163E-03 0.224 5 0.008 99.992 0.008 0.815E-04 0.231 3 0.005 99.997 0.003 0.326E-04 Vista Highlands Technical Information Report Job No. O1-4515 Detention Volume Provided Elevation Volume Sub-Total 290.0 10(3,934 s fl 39,340 cf I 280.0 II Total Volume Provided = 39,340 cf 39,340> 39,100 ok � I � � � , '; ` � il I GROUP FOUR,Ina 16030 Juanita-Woodinville Way NE Bothell,WA 98011 ____ ____ __ _ _ _ Vista Highlands Technical Information Report Job No. 01-4515 I! Overflow Analysis I An overflow scenario, assuming plugged orifices in the control structure, was done for the riser structure. The 100yr/24hr developed storm was used. I �� Discharge Structure 12" Riser ' Riser Inflow Curve, Figure 5.3.4.H Q= 1.31 cfs Reaches a depth of 0.26' above the riser � � �� - � � �-� � , , `�. � � _f � , : _1 ,,_ ; !. _� , � � �_ 1 � � i ,. , i '� : GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 SECT70N 5.3 DETENI'ION FACILIT'IES Riser Overflow The nomograph in Figure 53.4.H can be used to determine the head(in feet)above a riser of given '�� diameter and for a given flow(usually the 100-yeu peak flow for developed conditions). R'=-` FIGURE 5.3.4.H RISER INFLOW CURVES �oo 72 54 48 42 36 33 30 27 24 m 21 � � L � 18 m `�-� a + m a d �� 15 d � u .a 3 V � � 2 10 Q=l:�lcas— � � � o.� ►-l=O.z6 > >o HEAD IN FEET (measured fr�m crest of riser) �we�r=9.739 DH�« z �n Q o��ti�e=3.782 D H .-� Q•in cts, D and H in feet Siope change oceurs at weir-orifice transition 9/1/98 1998 Sudace Water Design Manual 5-SO Vista Highlands Technical Information Report Job No. O1-4515 Water Quality Analysis Basic water quality requirements are imposed for this project. As a vault will be employed for stormwater detention, use of a wetvault for water quality enhancement is ideal. Consequently, a combination vault is proposed in which the upper portions will be used for detention purposes, while the lower portions will contain dead storage for water quality enhancement. � GROUP FOUR,InG 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 ' Water Quality Analysis Procedures of Analysis detailed in section 6.4.2.1 and 6.4.1.1: 1. Volume Factor=3 (Wetvault) I, 2. Rainfall for Mean Annual Storm (R): I��, The site is located within the SeaTac rainfall station (ST) area, and having a �' Regional Sca1e Factor of 1.0 (Figure 6.4.1.A). Consequently, R = 0.47" ! (0.039�. I 3. Runoff from Mean Annual Storm(Vr): III Includes Detained and Off-site Area(i.e. All tributary area) � Vr= [0.9(2.25 Ac)+0.25(1.14 Ac)) (0.47/12)(43,560 sf/ac) = 3,941.09 i 4. Wetpool Volume(Vb): Vb=Runoff Mean Annual Storm (Volume Factor) ' = 3,941.09(3) �I = 11,823 cf 5. Determine Wetpool Dimensions: (3.05' depth)x *(Area) = 11,823 cf Area= 3,876 sf minimum Therefore, proposed vault has an average width of 46.28' and 85' length, which provides 3,934 sf 3,934 sf> 3,876 sf OK� 6. Design Pond Outlet Pipe and Deternune Primary Overflow Water Surface: A vault is proposed. Therefore the pipe that exits ponds, and connects the pond to the control structure, does not e�st in a vault (as the restrictor is located within the vault itselfl. Therefore, the analysis as part of this step does not apply to this project. *Detention and water quality have been combined per KCSWDM 6.4.4. As the travel path of flow in the vault will have a length-to-width ratio greater than 5:1, the vault is only one-celled (confirmed with Kate Rhaods — KC Senior Water Quality Engineer, Reference KCSWDM Pgs. 6-94 & 6-81). GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 6.4.1 WE'I'PONDS—BASIC AND LARGE—MEI'HODS OF ANALYSIS FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN ING'��ES(FEET� ST 1.0/ � 1.2 ST 1.1 ST 1.0 i,p, 0.8 LA. 0.9 I'p' 1.0 .T: " r � � '�� - a ...� zed.-. � o �... -�.�;, i �� _ � �� - �-• ,� _ � i/O iT?; �� I` 'J"' t� X ,. '�� \ • y�� 3' t�' i ti � ' ; � , � , r— �� B j�y.a�r-� � � .,.. � f ��,. � - o _� ' ' � � �' ` i 2 _ I � '�.F � � � �� , �' � � � �� > ; _� J` i � ` ` � , �,� � ,�- i _' i � ,�;r;. >r � - ';�. � � _ --,^ �� ;/ _,�;� ' �^ K,�`fj�.--; Y dl'�s'� i �' �:_,.,= ,i� ._. � '� r l I I�� / � � ..�.s � � :G . ' , �c.,' ` ' t � � %,.1 � O `�,' f � �� ,��= ' ' �'�., r ,�'� .�.._. �.�----� � ...�. , ��y�- 0 � � ' � - y,��' rM � y;� r"�— � _ � �ti f ,� r� d y,� ' . �' P . � � `` C�9 "% / �,. � ., -r� � , , �_—. rf l�� ,a '�/ �r�L�^ I t P _ �• .1!;f�� =' �1i � - _"'' '��>� "�^� i �� '�.,,7! , , - �.S 4" � �' �i �/ , e;��' , � t0.045' � � � t.i'•�s- f �. .:aae. couw�. \ \ 0.47' '� , (0.039` ) � � . � Y i°r� �.�7' ��corporated Area ,; J, � River/Lake 0.47' � �� — MajorRoad (0.039') 0.52' (0.043' 0.65' NOTE:Areas east of the eastemrtast isopiwial should use 0.65 b.5 6' (0.0 54') inches unless rai�a8 data is avaiable for the tocation of irrterest (0.047') �The mean arrwal slorm is e corxephwl stomi famd bY d�id��9lhe arrwal predpAation by the Lofal rxmber d sloan events P�Y� result,generates large amounts of runoff. For this applicadon,dll soil types include Buckley and bedrock soils,and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth(less than 5 feet)by glacial rill. U.S. Soil Conservation Service(SCS)hydrologic soil groups that aze classified as till soils include a few B,most C,and all D soils. See Chapter 3 for classification of specific SCS soil types. 1998 Surface Water Design Manual 9/1/98 6-69 Vista Highlands Technical Information Report Job No. O1-4515 i . II Water Quality (Wetvault) Volume Provided Elevation Volume Sub-Total 280.0 3.05(3,934 sfl 11,999 cf 276.95 Total Volume Provided = 11,999 cf 11,999 > 11,823 ok CROUP FOUR,In� 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 ��, TIR Section V Conveyance System Analysis & Design ; GROUP FOUR,Inc. I 16030 Juanita-Woodinvilie Way NE ; Bothell,WA 98011 '�, Vista Highlands Technical Information Report Job No. 01-4515 Conveyance Analysis The proposed conveyance systems were analyzed for the 25-yr/24-hr and 100-yr/24-hr design storm events using the Rational Method. The computer program CIA has been used in the pipe sizing analysis. Uniform flow and backwater analysis methods were used to analyze the proposed pipe systems to verify adequate capacity. The CIA output is attached. See Catchment Area Map in the plastic pouch at the end of the TIR for depiction of the catchment areas. GROUP FOUR, Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 kOS 9/12/02 GROUP FOUR, Inc. page 1 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT REACH SUMMARY Routing based on Seattlel family @ 25 yr freq Hydraulic Gradeline for Reach H1 <-FROM-> <--TO--> <FIAW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- -------- -------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --loss- --loss- --Elev- --Rim-- V3 290.00 CB3 V3 4.98 0.34 290.34 0.02 0.12 290.49 286.48 0.37 0.50 0.08 290.70 291.03 CB6 CB3 3.86 4.01 294.70 0.19 0.37 295.27 300.04 0.08 0.00 0.05 300.01 303.30 CB7 CB6 0.38 0.02 300.03 0.00 0.00 300.04 313.27 0.00 0.00 0.00 313.27 318.16 �6 300.01 CB8 CB6 1.81 0.33 300.34 0.04 0.08 300.47 301.75 0.00 0.00 O.QO 301.75 305.07 �6 300.01 CB9 CB6 0.78 0.07 300.06 0.01 0.02 300.11 301.52 0.00 0.00 0.00 301.52 304.90 �3 290.70 CB4 CH3 0.71 0.11 290.80 0.01 0.01 290.82 291.31 0.01 0.00 O.DO 291.30 294.71 CBS CB4 0.56 0.09 tw & dn <dc: Inlet Ctrl Assumed 296.60 0.00 0.00 0.00 296.60 300.00 �, Hydraulic Gradeline for Reach H2 I� <-FROM-> <--TO--> <FIAW> floss Ent_HGL En[Loss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- �I, -------- -------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --loss- --loss- --Elev- --Rim-- � OF1A 267.26 CB1 OF1A 5.81 0.16 tw & dn <dc: Inlet Ctrl Assumed 267.76 0.17 0.02 0.00 267.61 270.80 CB2 CB1 5.78 1.06 Cw & dn <dc: Inlet Ctrl Assumed 274.44 0.17 0.22 -0_00 274.50 277.90 V2 CB2 5.80 0.24 tw & dn <dc: Znlet Ctrl Assumed 280.30 0.00 0.00 0.00 280.30 292.00 kOS 9/12/02 GROUP FOUR, Inc. page 1 VISTA HIGHLANDS 25-YEAR-DESIGN-STORM-EVENT===________________________________________ I REACH SUMMARY li '� Routing based on Seattlel family @ 25 yr freq I Network N2 : Pipe Reach Basin Area --c- --cxA- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- I --------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min '� P8 A8 0.96 0.69 0 66 0 66 6 30 2 73 1 B1 12 0.024 0 0789 5 44 6 92 6 22 38.00 0 10 III Network N3 : III Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min P9 A9 0.37 0.78 0.29 0.29 6.30 2.73 0.76 12 0.024 0.0659 4.97 6.33 4.62 44.00 0.16 Network N4 : Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min , PS AS 0.43 0.48 0.21 0.21 6.30 2.73 0.56 12 0.024 0.0507 4.36 5.55 3_82 104.56 0.46 P4 A4 0.12 0.52 0.06 0.27 6.76 2.64 0_71 12 0.024 0.0585 4.66 5.96 4.29 80.62 0.31 Network N1: Pipe Reach Basin Area --c- --c+A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFU11 Vfull -Vact -Length --tt-- --------- Zd ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ P7 A7 0.17 0.82 0.14 0.14 6.30 2.73 0.36 12 0.012 0.0644 9.82 12.51 6.05 228.27 0.63 P6 A6 0.57 0.66 0.39 1.48 6.93 2.61 3.86 12 0.024 0.1190 6.68 8.50 8.80 101.00 0.19 P3 A3 0.33 0.58 0.19 1.94 7.12 2_57 4.98 18 0.012 0.0366 21.82 12.35 10.01 180.00 0.30 Network N5: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QF1i11 Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min P2A V 0.44 0.64 0.37 2.31 7.42 2.51 5.80 18 0.024 0.2553 28.83 16.31 12.76 23.50 0.03 P2 2.31 7.45 2.50 5.78 18 0.024 0.0647 14.51 8.21 7.75 103.55 0.22 P1 A1 0.13 0.40 0.05 2.36 7.67 2.46 5.81 18 0.024 0.0493 12.67 7.17 7.01 15.21 0.04 kOS 9/12/02 GROUP FOUR, Inc . page 1 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: Al Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0. 03 0 . 90 PERV. 0. 10 0.25 Composite "c" Value. . . . . . . .0 .40 Time of Conc (min) . . 6 . 30 � Drainage Area Id: A3 Description. . . . . : <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) I IMPERV. 0.17 0. 90 I PERV. 0.16 0 .25 Composite "c" Value. . . . . . . . 0 . 58 Time of Conc (min) . . 6 . 30 ' Drainage Area Id: A4 Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) I, IMPERV. 0. 05 0. 90 I PERV. 0. 07 0 .25 I, Composite "c" Value. . . . . . . . 0 . 52 Time of Conc (min) . . 6 . 30 �I Drainage Area Id: A5 ', Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0 . 15 0. 90 PERV. 0 .28 0 .25 Composite "c" Value . . . . . . . . 0 .48 Time of Conc (min) . . 6 . 30 Drainage Area Id: A6 Description. . . . . . ' <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0.38 0 . 90 PERV. 0 . 19 0 .25 Composite "c" Value . . . . . . . . 0 . 68 Time of Conc (min) . . 6 . 30 Drainage Area Id: A7 Description. . . . . . � <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0 . 15 0 . 90 PERV. 0 . 02 0 .25 Composite "c" Value. . . . . . . . 0 . 82 Time of Conc (min) . . 6 . 30 9/12/02 GROUP FOUR, Inc. page 2 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- RATIONAL DR.AINAGE AREA SUNlMARY Drainage Area Id: A8 Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0 .65 0. 90 PERV. 0 .31 0 . 25 Composite "c" Value. . . . . . . . 0 . 69 Time of C�nc (min) . . 6 . 30 Drainage Area Id: A9 ' Description. . . . . : <---Description--> SubArea SubC L (ft) Slope -Kr-- (min? IMPERV. 0.30 0 . 90 PERV. 0. 07 0.25 Composite "c" Value. . . . . . . . 0 . 78 Time of Conc (min) . . 6 . 30 Drainage Area Id: V Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0.40 0 . 90 PERV. 0. 04 0.25 Composite "c" Value. . . . . . . . 0 . 84 Time of Conc (min) . . 6 . 30 kOS 9/12/02 GROUP FOUR, Inc. page 1 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT �, --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUNlMARY Routing based on Seattlel family c� 25 yr freq I i PIPE REACH ID No. P1 � From: CB1 To: OF1A ' Pipe Diameter: 1. 50 ft n: 0 . 0240 !, Pipe Length . 15 . 21 ft s: 0 . 0493 ' Up invert . 267 .30 ft down invert: 266 . 55 ft Collection Area: 3 .52 Ac. Design Flow . 5 . 81 cfs Dsgn Depth: 0 . 71 ft � Pipe Capacity . 12 .67 cfs ! Design Vel . 7 .01 fps Travel Time: 0 . 04 min ' Pipe Full Vel . 7 . 17 fps I i PIPE REACH ID No. P2 From: CB2 To: CB1 Pipe Diameter: 1. 50 ft n: 0 . 0240 Pipe Length . 103 . 55 ft s : 0 . 0647 Up invert . 274 . 00 ft down invert: 267 .30 ft Collection Area: 3 .39 Ac. ', Design Flow . 5 .78 cfs Dsgn Depth: 0 . 66 ft , Pipe Capacity . 14 .51 cfs Design Vel . 7 .75 fps Travel Time: 0 .22 min Pipe Full Vel . 8 .21 fps PIPE REACH ID No. P2A From: V2 To: CB2 Pipe Diameter: 1. 50 ft n: 0 . 0240 Pipe Length . 23 . 50 ft s: 0 .2553 Up invert . 280 . 00 ft down invert: 274 . 00 ft Collection Area: 3 .39 Ac. Design Flow . 5 .80 cfs Dsgn Depth: 0 .47 ft Pipe Capacity . 28 .83 cfs Design Vel . 12 .76 fps Travel Time: 0 . 03 min Pipe Full Vel . 16.31 fps PIPE REACH ID No. P3 From: CB3 To: V3 Pipe Diameter: 1.50 ft n: 0 . 0120 Pipe Length . 180. 00 ft s: 0 . 0366 Up invert . 286. 08 ft down invert: 279. 50 ft Collection Area: 2 .95 Ac . Design Flow . 4 .98 cfs Dsgn Depth: 0 .49 ft Pipe Capacity . 21.82 cfs Design Vel . 10 . 01 fps Travel Time: 0 .30 min Pipe Full Vel . 12 .35 fps 9/12/02 GROUP FOUR, Inc. page 2 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P4 From: CB4 To: CB3 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 80 . 62 ft s: 0 . 0585 Up invert . 291.20 ft down invert: 286 . 48 ft Collection Area: 0 .55 Ac. Design Flow . 0 . 71 cfs Dsgn Depth: 0 . 26 ft Pipe Capacity . 4.68 cfs Design Vel . 4.29 fps Travel Time: 0 . 31 min Pipe Full Vel . 5. 96 fps PIPE REACH ID No. P5 From: CB5 To: CB4 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 104 .56 ft s: 0 . 0507 Up invert . 296 . 50 ft down invert : 291 . 20 ft Collection Area: 0 .43 Ac . Design Flow . 0 . 56 cfs Dsgn Depth: 0 . 24 ft Pipe Capacity . 4.36 cfs Design Vel . 3 . 82 fps Travel Time : 0 . 46 min Pipe Full Vel . 5 . 55 fps PIPE REACH ID No. P6 From: CB6 To: CB3 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 101. 00 ft s: 0 . 1190 Up invert . 298 . 50 ft down invert: 286 . 48 ft Collection Area: 2 .07 Ac. Design Flow . 3 .86 cfs Dsgn Depth: 0 . 55 ft Pipe Capacity . 6.68 cfs Design Vel . 8. 80 fps Travel Time: 0 . 19 min Pipe Full Vel . 8 . 50 fps PIPE REACH ID No. P7 From: CB7 To: CB6 Pipe Diameter: 1. 00 ft n: 0 . 0120 Pipe Length . 228 .27 ft s: 0 . 0644 i Up invert . 313 .21 ft down invert : 298 . 50 ft Collection Area: 0. 17 Ac. Design Flow . 0. 38 cfs Dsgn Depth: 0 . 13 ft Pipe Capacity . 9. 82 cfs Design Vel . 6. 05 fps Travel Time: 0 . 63 min Pipe Full Vel . 12 . 51 fps 9/12/02 GROUP FOUR, Inc. page 3 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT REACH SUNII�lARY PIPE REACH ID No. P8 From: CB8 To: CB6 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 38.00 ft s: 0 . 0789 Up invert . 301.50 ft down invert: 298. 50 ft Collection Area: 0. 96 Ac. Design Flow . 1.81 cfs Dsgn Depth: 0 .40 ft Pipe Capacity . 5.44 cfs Design Vel . 6.22 fps Travel Time: 0 . 10 min Pipe Full Vel . 6. 92 fps ,, PIPE REACH ID No. P9 From: CB9 To: CB6 Pipe Diameter: 1.00 ft n: 0 . 0240 Pipe Length . 44 .00 ft s: 0 . 0659 ' Up invert . 301.40 ft down invert: 298. 50 ft Collection Area: 0.37 Ac. I Design Flow . 0.78 cfs Dsgn Depth: 0 . 27 ft Pipe Capacity . 4.97 cfs Design Vel . 4.62 fps Travel Time : 0 . 16 min , Pipe Full Vel . 6 .33 fps kOS 9/12/02 GROUP FOUR, Inc . page 1 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- RATIONAL DRAINAGE AREA SUNIMARY PROPOSED STRUCTURE REACH ID No. CBl Location : North . 9997. 5000 Str Type : East . 9985 . 0000 Str Cat : Catch Basin Rim Elev : 270 . 8000 Area/sump: 4 . 00 sf/0 . 00 ft Bottom El: 267 .3000 Cont Area: A1 Hgrade El : 267 . 6107 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 718 Exit: 1.436 App Vel: 0 . 166 Junct: 0 . 001 Bend: 0 . 019 Reach <Invert> <Diam> < n > <End> Pl 267.300 18 . 00 0 . 024 Upper P2 267.300 18 . 00 0 . 024 Lower PROPOSED STRUCTURE REACH ID No. CB2 Location : North . 10018 . 0000 Str Type : East . 9883 . 5000 Str Cat : Catch Basin Rim Elev : 277 . 9000 Area/sump: 4 . 00 sf/0 . 00 ft Bottom El : 274 . 0000 Cont Area: Hgrade E1 : 274 .4982 ft Bend. . . . . : No special shape Ent type . : Conc grooved end or CMP w/HW Ent Loss : 0 . 699 Exit: 1.399 App Vel: 0. 167 Junct: -0 . 000 Bend: 0 .222 Reach <Invert> <Diam> < n > <End> P2 274 . 000 18 . 00 0 . 024 Upper P2A 274 . 000 18 . 00 0 . 024 Lower PROPOSED STRUCTURE REACH ID No. CB3 Location : North . 10000 . 0000 Str Type : East . 9820 . 0000 ', Str Cat : Catch Basin Rim Elev : 291. 0300 Area/sump: 4 . 00 sf/0 . 00 ft Bottom E1 : 286 . 0800 Cont Area: A3 Hgrade El : 290 . 6953 ft Bend. . . . . : No special shape ' Ent type . : Conc grooved end or CMP w/HW � Ent Loss : 0 . 025 Exit : 0.123 App Vel: 0 . 374 Junct: 0 . 080 Bend: 0 .498 � Reach <Invert> <Diam> < n > <End> I�� P3 286 . 080 18 . 00 0 . 012 Upper P4 286 .480 12 . 00 0 . 024 Lower P6 286 .480 12 . 00 0 . 024 Lower i 9/12/02 GROUP FOUR, Inc. page 2 VISTA HIGHLANDS � 25 YEAR DESIGN STORM EVFNT ' STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CB4 Location : North . 10010 . 0000 Str Type : East . 9740 . 0000 Str Cat : Catch Basin Rim Elev : 294 . 7100 Area/sump: 4 . 00 sf/0 . 00 ft Bottom El: 291.2000 Cont Area: A4 Hgrade E1: 291. 3049 ft Bend. . . . . : No special shape Ent type . : Conc grooved end or CMP w/HW Ent Loss: 0 . 006 Exit: 0.013 App Vel: 0 . 008 Junct : 0 . 002 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P4 291.200 12 . 00 0 . 024 Upper P5 291 .200 12 . 00 0 . 024 Lower PROPOSED STRUCTURE REACH ID No. CB5 Location : North . 10033 . 0000 Str Type : East . 9638 . 0000 Str Cat : Catch Basin Rim Elev : 300 . 0000 Area/sump: 4 . 00 sf/0 . 00 ft Bottom El : 296 . 5000 I Cont Area: A5 Hgrade El : 296 . 5958 ft ', Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 004 Exit: 0 . 008 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 000 ' Reach <Invert> <Diam> < n > <End> P5 296 . 500 12 . 00 0 . 024 Upper PROPOSED STRUCTURE REACH ID No. CB6 Location : North . 10101 . 0000 Str Type : East . 9820 . 0000 Str Cat : Catch Basin Rim Elev : 303 .3000 Area/sump: 4 . 00 sf/0 . 00 ft Bottom El : 298 . 5000 Cont Area: A6 Hgrade E1: 300 . 0110 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 187 Facit : 0.374 App Vel: 0 . 082 Junct: 0 . 049 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P6 298 . 500 12 . 00 0 . 024 Upper P9 298 . 500 12 . 00 0 . 024 Lower P8 298 . 500 12 . 00 0. 024 Lower P7 298 . 500 12 . 00 0 . 012 Lower ; � i _� 9/12/02 GROUP FOUR, Inc . page 3 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CB7 Location : North . 10077 . 0000 Str Type : East . 10047 . 0000 Str Cat : Catch Basin Rim Elev : 318 . 1600 Area/sump: 4 . 00 sf/0. 00 ft Bottom E1 : 313 .2100 Cont Area: A7 Hgrade E1 : 313 . 2743 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss : 0 . 001 Exit: 0 . 004 App Vel: 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P7 313 .210 12 . 00 0 . 012 Upper PROPOSED STRUCTURE REACH ID No. CB8 Location : North . 10139 . 0000 Str Type : East . 9820 . 0000 Str Cat : Catch Basin Rim Elev : 305 . 0700 Area/sump: 4 . 00 sf/0 . 00 ft Bottom El: 301. 5000 Cont Area: A8 Hgrade El : 301 . 7457 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 041 Exit: 0 . 082 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P8 301 . 500 12 . 00 0 . 024 Upper PROPOSED STRUCTURE REACH ID No. CB9 Location : North . 10101. 0000 Str Type : East . 9776 . 0000 Str Cat : Catch Basin Rim Elev : 304 . 9000 Area/sump: 4 . 00 sf/0 . 00 ft Bottom EZ : 301.4000 Cont Area: A9 Hgrade El : 301. 5175 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 .008 Exit: 0. 016 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P9 301 . 400 12 . 00 0 . 024 Upper 9/12/02 GROUP FOUR, Inc. page 4 VISTA HIGHLANDS 25 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. OF1A I Location : North . 10000 . 0000 �I Str Type : East . 10000. 0000 ' Str Cat : Dummy Structure Rim Elev : 270 . 0000 ' Str Diam : 4 . 00 in Bottom E1 : 0 . 0000 Cont Area: Hgrade El : 267 .2639 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW ', Ent Loss: 0 . 000 Exit: 0 .000 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 000 I Reach <Invert> <Diam> < n > <End> I� P1 266 . 550 18. 00 0 . 024 Lower ' PROPOSED STRUCTURE REACH ID No. V2 Location : North . 10041. 5000 Str Type : East . 9883 . 5000 Str Cat : Dummy Structure Rim Elev : 292 . 0000 Str Diam : 4 . 00 in Bottom E1 : 280 . 0000 Cont Area: V Hgrade El : 280 .3015 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 701 Exit: 1.403 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P2A 280 . 000 18 . 00 0 . 024 Upper ' PROPOSED STRUCTURE REACH ID No. V3 Location : North . 10000. 0000 Str Type : East . 10000. 0000 Str Cat : Dummy Structure Rim Elev : 292 . 0000 Str Diam : 4 . 00 in Bottom E1 : 0 . 0000 Cont Area: Hgrade El : 290 . 0000 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 000 Exit: 0 . 000 App Vel : 0 . 000 Junct : 0 .000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P3 279. 500 18 . 00 0 . 012 Lower , kOS 9/12/02 GROUP FOUR, Inc . page 1 VISTA HIGHLANDS 100 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY Routin based on Seattlel famil @ 100 r fre 'I g Y Y q Hydraulic Gradeline for Reach H1 <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- -------- -------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --loss- --loss- --Elev- --Rim-- V3 290.00 CB3 V3 5.95 0.49 290.49 0.04 0.18 290.70 286.56 0.53 0.70 0.12 290.99 291.03 CB6 CB3 4.58 5.65 296.64 0.26 0.53 297.43 300.42 0.11 0.00 0.07 300.37 303.30 CH7 CB6 0.45 0.03 300.40 0.06 0.01 300.41 313.28 0.00 D.00 0.00 313.28 318.16 CH6 300.37 CBB CB6 2.11 0.45 300.83 0.06 0.11 301.00 301.79 0.00 0.00 0.00 301.79 305.07 CB6 300.37 CB9 CB6 0.92 0.10 300.47 0.01 0.02 300.51 301.53 0.00 O.DO 0.00 301.53 304.90 CB3 290.99 CH4 CB3 0.63 0.15 291.14 0.01 0.02 291.17 291.33 0.01 0.00 0.00 291.32 294.71 CBS CB4 0.65 0.12 tw & dn <dr. Inlet Ctrl Assumed 296.61 0.00 0.00 0.00 296.61 300.00 ' Hydraulic Gradeline for Reach H2 <-FROM-> <--'PO--> <FIAW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- '�., -------- ------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- -loss- --loss- --loss- --Elev- --Rim-- i OF1A 267.35 '�. CH1 OF1A 7.04 0.23 tw & dn <dc: Inlet Ctrl Assumed 267.87 0.24 0.03 0.00 267.65 270.80 � CH2 CB1 6.96 1.54 tw � dn <dc: Inlet Ctrl Assumed 274.55 0.24 0.32 -0.00 274.63 277.90 I'� V2 CB2 6.97 0.35 tw & dn <dc: Inlet Ctrl Assumed 280.40 0.00 0.00 0.00 280.40 292.00 �i kOS 9/12/02 GROUP FOUR, Inc . page 1 ' VISTA HIGHLANDS ' 100 YEAR DESIGN STORM EVENT ' --------------------------------------------------------------------- ' --------------------------------------------------------------------- REACH SUMMARY ' Routing based on Seattlel family @ 100 yr freq Network N2 : Pipe Reach Basin Area --c- --c*A- --Swn- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ PS AS 0.96 0.69 0.66 0.66 6.30 3.19 2.11 12 0.024 0.0789 5.44 6.92 6.49 36.00 0.10 Network N3 : Pipe Reach Basin Area --c- --c�A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min P9 A9 0 37 0 78 0.29 0 29 6 30 3 19 0 92 12 0 024 0 0659 4.97 6 33 4 83 44 00 0 15 Network N4 : Pipe Reach Basin Area --c- --c"A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- id ac --c=A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min PS AS 0.43 0.48 0.21 0.21 6.30 3.19 0_65 12 0.024 0.0507 4.36 5.55 3.99 109.56 0.44 P4 A4 0.12 Q.52 0.06 0.27 6.74 3.12 0.83 12 0.024 0.0585 4.66 5.96 4.50 80.62 0.30 Network N1: Pipe Reach Basin Area -c- --c*A- -Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length -tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min P? A7 0.17 0.82 0.14 0.14 6.30 3.19 0.45 12 0.012 0.0644 9.82 12.51 6.33 228_27 0.60 P6 A6 0.57 0.68 0.39 1.48 6_90 3.09 4_59 12 0.024 0.1190 6.68 8.50 9.16 101.00 0.16 P3 A3 0.33 0.59 0.19 1.94 7.08 3.06 5.95 18 0.012 0.0365 21.82 12.35 10.51 1fi0.00 0.29 Network N5 : - ' Pipe Reach Basin Area --c- --c*A- -Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -vact -Length --tt-- --------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min P2A V 0.44 0.84 0.37 2.31 7.37 3.02 6.97 18 0.024 0.2553 28.83 16.31 13.44 23.50 0.03 P2 2.31 7.40 3.01 6.96 18 0.024 0.0647 14.51 8.21 8.13 103.55 0.21 P1 A1 0.13 0.40 0.05 2.36 7.61 2.96 7.04 18 0.024 0.0493 12.67 7.17 7.36 15.21 0.03 cOS 9/12/02 GROUP FOUR, Inc. page 1 VISTA HIGHLANDS 100 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- R.ATIONAL DR.AINAGE AREA SUMMARY Drainage Area Id: A1 Description. . . . . . <---Description--> SubArea SubC L {ft) Slope -Kr-- (min) IMPERV. 0. 03 0 . 90 PERV. 0. 10 0 .25 Composite "c" Value. . . . . . . . 0 . 40 Time of Conc (min) . . 6 . 30 Drainage Area Id: A3 Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0. 17 0. 90 PERV. 0 . 16 0 .25 Composite "c" Value. . . . . . . . 0 . 58 Time of Conc (min) . . 6 . 30 Drainage Area Id: A4 Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0 . 05 0. 90 PERV. 0 . 07 0 .25 Composite "c" Value . . . . . . . . 0 . 52 Time of Conc (min) . . 6 . 30 Drainage Area Id: A5 Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0 . 15 0 . 90 PERV. 0 .28 0 .25 Composite "c" Value . . . . . . . . 0 .48 Time of Conc (min) . . 6 . 30 Drainage Area Id: A6 Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0.38 0 . 90 PERV. 0 . 19 0 .25 Composite "c" Value. . . . . . . . 0 . 68 Time of Conc (min) . . 6 . 30 Drainage Area Id: A7 Description. . . . . . � <---Description--> SubArea SubC L (ft) Slope -Kr-- (min} IMPERV. 0. 15 0 . 90 PERV. 0. 02 0 .25 Composite "c" Value. . . . . . . . 0 . 82 Time of Conc (min) . . 6 . 30 9/12/02 GROUP FOUR, Inc. page 2 ' VISTA HIGHLANDS I 100 YEAR DESIGN STORM EVENT �I _____________________________________________________________________ I RATIONAL DRAINAGE AREA SUMMARY � Drainage Area Id: A8 I Description. . . . . . i <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0 . 65 0 . 90 PERV. 0 .31 0 . 25 Composite °c" Value. . . . . . . .0 . 69 Time of Conc (min) . . 6 . 30 Drainage Area Id: A9 Description. . . . . . <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) IMPERV. 0 . 30 0 . 90 PERV. 0 . 07 0 .25 Composite "c" Value. . . . . . . . 0 . 78 Time of Conc (min) . . 6 .30 Drainage Area Id: V Descri tion. . . . . . I P <---Description--> SubArea SubC L (ft) Slope -Kr-- (min} IMPERV. 0 .40 0 . 90 PERV. 0 . 04 0 .25 Composite "c" Value. . . . . . . . 0 . 84 Time of Conc (min) . . 6 .30 kOS 9/12/02 GROUP FOUR, Inc. page 1 ' VISTA HIGHLANDS I 100 YEAR DESIGN STORM EVENT �' --------------------------------------------------------------------- i --------------------------------------------------------------------- REACH SUMMARY ' Routing based on Seattlel family @ 100 yr freq '' PIPE REACH ID No. P1 From: CB1 To: OF1A '� Pipe Diameter: 1.50 ft n: 0 . 0240 ', Pipe Length . 15.21 ft s: 0 . 0493 ' Up invert . 267 .30 ft down invert: 266 . 55 ft Collection Area: 3 .52 Ac . ', Design Flow . 7 . 04 cfs Dsgn Depth: 0 . 80 ft ' Pipe Capacity . 12 . 67 cfs Design Vel . 7.36 fps Travel Time: 0 . 03 min Pipe Full Vel . 7. 17 fps ; PIPE REACH ID No. P2 From: CB2 To: CB1 Pipe Diameter: 1.50 ft n: 0 . 0240 ' Pipe Length . 103 . 55 ft s: 0 . 0647 I� Up invert . 274.00 ft down invert: 267. 30 ft �, Collection Area: 3 .39 Ac. ' Design Flow . 6 . 96 cfs Dsgn Depth: 0 . 73 ft Pipe Capacity . 14 . 51 cfs Design Vel . 8 . 13 fps Travel Time: 0 . 21 min Pipe Full Vel . 8 .21 fps PIPE REACH ID No. P2A From: V2 To: CB2 Pipe Diameter: 1.50 ft n: 0 . 0240 Pipe Length . 23 .50 ft s: 0 .2553 Up invert . 280 . 00 ft down invert: 274 . 00 ft Collection Area: 3 .39 Ac. Design Flow . 6.97 cfs Dsgn Depth: 0 . 52 ft Pipe Capacity . 28 .83 cfs Design Vel . 13 .44 fps Travel Time: 0 . 03 min Pipe Full Vel . 16.31 fps PIPE REACH ID No. P3 � From: CB3 To: V3 Pipe Diameter: 1.50 ft n: 0 . 0120 Pipe Length . 180 . 00 ft s: 0 . 0366 Up invert . 286. 08 ft down invert: 279. 50 ft Collection Area: 2 .95 Ac. Design Flow . 5.95 cfs Dsgn Depth: 0 . 54 ft Pipe Capacity . 21.82 cfs Design Vel . 10.51 fps Travel Time: 0 . 29 min Pipe Full Vel . 12 .35 fps 9/12/02 GROUP FOUR, Inc. page 2 VISTA HIGHLANDS 100 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUNIl�IARY '�i PIPE REACH ID No. P4 ' From: CB4 To: CB3 ' Pipe Diameter: 1. 00 ft n: 0 . 0240 ' Pipe Length . 80 . 62 ft s: 0. 0585 Up invert . 291.20 ft down invert: 286.48 ft ' Collection Area: 0 .55 Ac. Design Flow . 0 .83 cfs Dsgn Depth: 0 .29 ft Pipe Capacity . 4.68 cfs Design Vel . 4.50 fps Travel Time: 0 .30 min Pipe Full Vel . 5. 96 fps PIPE REACH ID No. P5 From: CB5 To: CB4 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 104 . 56 ft s: 0 . 0507 Up invert . 296 . 50 ft down invert: 291.20 ft Collection Area: 0 .43 Ac . Design Flow . 0.65 cfs Dsgn Depth: 0 . 26 ft Pipe Capacity . 4 .36 cfs Design Vel . 3 .99 fps Travel Time: 0 .44 min Pipe Full Vel . 5 .55 fps PIPE REACH ID No. P6 From: CB6 To: CB3 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 101. 00 ft s: 0 . 1190 Up invert . 298 . 50 ft down invert: 286 .48 ft Collection Area: 2.07 Ac. ', Design Flow . 4 .58 cfs Dsgn Depth: 0 . 61 ft I Pipe Capacity . 6 .68 cf s � Design Vel . 9. 16 fps Travel Time: 0 . 18 min '� Pipe Full Vel . 8 . 50 fps '� PIPE REACH ID No. P7 I�I From: CB7 To: CB6 � Pipe Diameter: Z. 00 ft n: 0 . 0120 Pipe Length . 228 .27 ft s : 0 . 0644 Up invert . 313 .21 ft down invert : 298 . 50 ft Collection Area: 0.17 Ac. Design Flow . 0.45 cfs Dsgn Depth: 0 . 15 ft Pipe Capacity . 9.82 cfs Design Vel . 6 .33 fps Travel Time : 0 . 60 min Pipe F�.ill Vel . 12 .51 fps 9/12/02 GROUP FOUR, Inc. page 3 VISTA HIGHLANDS 100 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P8 From: CB8 To: CB6 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 38 . 00 ft s: 0 . 0789 Up invert . 301. 50 ft down invert: 298 . 50 ft Collection Area: 0 . 96 Ac. Design Flow . 2 . 11 cfs Dsgn Depth: 0 .43 ft Pipe Capacity . 5 .44 cfs Design Vel . 6.49 fps Travel Time: 0 . 10 min Pipe Full Vel . 6. 92 fps PIPE REACH ID No. P9 From: CB9 To: CB6 Pipe Diameter: 1. 00 ft n: 0 . 0240 Pipe Length . 44 . 00 ft s: 0 . 0659 Up invert . 301.40 ft down invert: 298 . 50 ft Collection Area: 0 .37 Ac . Design Flow . 0 . 92 cfs Dsgn Depth: 0 . 29 ft Pipe Capacity . 4 . 97 cfs Design Vel . 4 . 83 fps Travel Time: 0 . 15 min Pipe Full Vel . 6 . 33 fps � kOS 9 12 02 GROUP FOUR Inc. a e 1 I / / , P g I VISTA HIGHLANDS ', 100 YEAR DESIGN STORM EVENT ' I _____________________________________________________________________ RATIONAL DRAINAGE AREA SUMMARY PROPOSED STRUCTURE REACH ID No. CB1 Location : North . 9997 . 5000 Str Type : East . 9985 . 0000 Str Cat : Catch Basin Rim Elev : 270 .8000 Area/sump: 4 . 00 sf/0 . 00 ft Bottom E1 : 267 .3000 Cont Area: A1 Hgrade E1: 267 . 6546 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 718 Exit : 1.436 App Vel : 0 . 241 Junct : 0 . 002 Bend: 0 . 028 Reach <Invert> <Diam> < n > <End> Pl 267 . 300 18 . 00 0 . 024 Upper P2 267 . 300 18 . 00 0 . 024 Lower PROPOSED STRUCTURE REACH ID No. CB2 Location : North . 10018 . 0000 Str Type : East . 9883 . 5000 Str Cat : Catch Basin Rim Elev : 277 . 9000 Area/sump: 4 . 00 sf/0 . 00 ft Bottom E1 : 274 . 0000 Cont Area: Hgrade E1 : 274 . 6266 ft Bend. . . . . : No special shape Ent type . : Conc grooved end or CMP w/HW Ent Loss : 0 . 699 Exit: 1.399 App Vel : 0 .242 Junct : -0 . 000 Bend: 0 . 322 Reach <Invert> <Diam> < n > <End> P2 274 . 000 18 . 00 0. 024 Upper P2A 274 . 000 18 . 00 0 . 024 Lower PROPOSED STRUCTURE REACH ID No. CB3 Location : North . 10000 . 0000 Str Type : East . 9820 . 0000 Str Cat : Catch Basin Rim Elev : 291. 0300 Area/sump: 4 . 00 sf/0 . 00 ft Bottom El : 286. 0800 Cont Area: A3 Hgrade El : 290 . 9895 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss : 0 . 035 Exit: 0.176 App Vel : 0 . 528 Junct : 0 . 115 Bend: 0 . 702 Reach <Invert> <Diam> < n > <End> P3 286 . 080 18 . 00 0 . 012 Upper P4 286 .480 12 . 00 0. 024 Lower P6 286 .480 12 . 00 0 . 024 Lower - --� 9/12/02 GROUP FOUR, Inc. page 2 , VISTA HIGHLANDS ' 100 YEAR DESIGN STORM EVENT ' --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT ' PROPOSED STRUCTURE REACH ID No. CB4 Location : North . 10010 . 0000 Str Type : East . 9740 . 0000 Str Cat : Catch Basin Rim Elev : 294 . 7100 Area/sump: 4 . 00 sf/0 . 00 ft Bottom E1: 291.2000 Cont Area: A4 Hgrade E1: 291.3192 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss : 0 . 009 Exit: 0 . 018 App Vel : 0 . 011 Junct: 0 . 002 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P4 291.200 12 . 00 0 . 024 Upper P5 29Z. 200 12. 00 0 . 024 Lower PROPOSED STRUCTURE REACH ID No. CB5 Location : North . 10033 . 0000 Str Type : East . 9638 . 0000 Str Cat : Catch Basin Rim Elev : 300 . 0000 Area/sump: 4 . 00 sf/0. 00 ft Bottom E1 : 296 . 5000 Cont Area: A5 Hgrade El : 296 . 6082 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 004 Exit: 0 . 008 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P5 296. 500 12 . 00 0. 024 Upper PROPOSED STRUCTURE REACH ID No. CB6 Location : North . 10101. 0000 Str Type : East . 9820 . 0000 Str Cat : Catch Basin Rim Elev : 303 .3000 Area/sump: 4 . 00 sf/0 .00 ft Bottom E1: 298 . 5000 Cont Area: A6 Hgrade E1: 300 .3745 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/Hw Ent Loss: 0 .264 Exit: 0 .528 App Vel : 0. 112 Junct : 0 .068 Bend: 0 . 000 � Reach <Invert> <Diam> < n > <End> P6 298 . 500 12 . 00 0 . 024 Upper P9 298 . 50� 12 . 00 0 . 024 Lower ' P8 298 . 500 12 . 0� 0 . 024 Lower P7 298 . 500 12. 00 0 . 012 Lower � I � � �— , 9/Z2/02 GROUP FOUR, Inc. page 3 VISTA HIGHLANDS 100 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CB7 Location : North . 10077 . 0000 Str Type : East . 10047 . 0000 Str Cat : Catch Basin Rim Elev : 318 . 1600 Area/sump: 4 . 00 sf/0. 00 ft Bottom El: 313 .2100 Cont Area: A7 Hgrade E1 : 313 . 2835 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 001 Exit: 0 . 005 App Vel: 0 . 000 Junct: 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P7 313 .210 12 . 00 0 . 012 Upper PROPOSED STRUCTURE REACH ID No. CB8 Location : North . 10139. 0000 Str Type : East . 9820 . 0000 Str Cat : Catch Basin Rim Elev : 305 . 0700 Area/sump: 4 . 00 sf/0 . 00 ft Bottom E1: 301. 5000 Cont Area: A8 Hgrade E1 : 301. 7907 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 056 Exit: 0 .112 App Vel : 0. 000 Junct: 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P8 301. 500 12 . 00 0 . 024 Upper PROPOSED STRUCTURE REACH ID No. CB9 Location : North . 10101. 0000 Str Type : East . 9776. 0000 Str Cat : Catch Basin Rim Elev : 304 . 9000 i Area/sump: 4 . 00 sf/0. 00 ft Bottom E1: 301.4�00 Cont Area: A9 Hgrade El: 301 . 5342 ft Bend. . . . . : No special shape ' Ent type. : Conc grooved end or CMP w/HW i ' Ent Loss: 0 . 011 Exit: 0 . 021 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 000 ', Reach <Invert> <Diam> < n > <End> ' P9 301 .400 12 . 00 0 . 024 Upper �I ,I I 9/12/02 GROUP FOUR, Inc . page 4 VISTA HIGHLANDS 100 YEAR DESIGN STORM EVENT --------------------------------------------------------------------- --------------------------------------------------------------------- S'I'RUCTURE REPORT � j PROPOSED STRUCTURE REACH ID No. OF1A I Location : North . 10000 . 0000 Str Type : East . 10000 . 0000 Str Cat : Dummy Structure Rim Elev : 270 . 0000 Str Diam : 4 . 00 in Bottom El: 0 . 0000 Cont Area: Hgrade El: 267 .3499 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 000 Exit: 0 .000 App Vel: 0 . 000 Junct : 0 . 000 Bend: 0 . 000 I I Reach <Invert> <Diam> < n > <End> I P1 266 . 550 18 . 00 0 . 024 Lower PROPOSED STRUCTURE REACH ID No. V2 I, Location : North . 10041. 5000 II Str Type : East . 9883 . 5000 I Str Cat : Dummy Structure Rim Elev : 292 . 0000 Str Diam : 4 . 00 in Bottom El : 280 . 0000 Cont Area: V Hgrade El : 280 . 4049 ft , Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW ' Ent Loss: 0 . 701 Exit: 1.403 App Vel: 0 . 000 Junct: 0 .000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P2A 280 . 000 18 . 00 0 . 024 Upper PROPOSED STRUCTURE REACH ID No. V3 Location : North . 10000 . 0000 Str Type : East . 10000 . 0000 Str Cat : Dummy Structure Rim Elev : 292 . 0000 Str Diam : 4 . 00 in Bottom E1: 0 . 0000 Cont Area: Hgrade E1: 290 . 0000 ft Bend. . . . . : No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0 . 000 Exit: 0 .000 App Vel: 0 . 000 Junct : 0 .000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> P3 279. 500 18 . 00 0 . 012 Lower _ � Vista Highlands Technical Information Report Job No. O 1-4515 TIR Section VI Special Reports and Studies GROIIP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 � 11:50 41��4!C�bl IZCU I G�I rHUG 17G/174 i �� 13256 NE ZOt6 Street, Suuite �6 Setievue, WA 98Q0� CO�SULTAN7CS, INC. �ao6� �4�-5618 F�x ��-ss6i ern � JN: o,�o, To: Lisa Foisie pwYe Kri�apherT.Haudc 1 Q Robert Ward,P.E. Company� Developmerrt�Construction Group Da� January 29,2003 Address: 12501 Bell.—Red.Road,Su'�te 106 F1�G (42�454-s443 Bellevue,Wasttington 98005 Phon� (425)454-8900 R� De�ign Reoorrrmendatiotes fior Rea�fw�oed Sbpe Vista Highlands - Mili Avenue Southeast at Southeast 174fh Street �ng Courtty,Washington This memo summarizes our recommendations and design forthe proposed geogrid reir�forced stope along the I�'� southem wall of the propased building,direc�ly above the detention vault We were provided with a detail I showing a proposed cross-sedion of the slope. Group Four, Inc,provided the aoss-sedivn to us on January �, 13,2003. The slope is no talle�than 8 fe�t in height,is ind'med at a 1:1 (HorizorrtalV�pca�, and has a , relatively flat top that is appro�amately 4.S feet in width_ A sketch af the slope,along with comments and I recommenciations, is attached with this memo. I The design of the slope is st�aightforward, but our main tt�nncem is the placemertt�the slape above the ' deterrtion vault. The vauR hd will be construeted out of pnec�st conaete panels,whieh prpvide fittte fiction r�sistance for sliding because of the relatively�nooth concxete surface. We under�and that a Curb wil be installed at the toe of the slope tn pravide latecal r�sistance. We recommend that the prnposed curb be designed to retain a uniform pressure of 100 psf ta make up forthe lost fidian. The next geotechnical concem is the passibility of surtace water infittrating and see�g through the slope fill_ � To help preverit sur[ace water from�nfiltr�ting irrto the fill the slope shouki be capped with a minimum of 12 inches af compacted topsal_ Also,sirice arry wster that gets irrto the fill would buildup above the vau�lid,a 4 i inch perrtorated pve drain should'be installed at the toe of the slope. The dt�im in addition to the curt�will also I ' help prevent erosian of the slope's tce. Lastly,the geogrid ir�stalled shall be Te�sar BX1200 or equivalerrt. Any suhstitutior�s should be sul�n'med to us � for approval prior to instaUation. The ma�dmum spacing beiween the geogrids shatl be no more than 2 feet on ! cer�ter and 6_5 feet in length for the bottom half af the slope and 5.0 feet fnr the top half af the slope. A sample '! of the st�vdural fill for the slc�pe shafl be submitEed to the geo�ec�ical engineer for appr�vaJ prior to � placemer�t. � I �_ 11:�C1 �FL�/4ltf�bl UtUltl.rt 1'HI.�C CIJ/G4 �s�a Highfands JN 0?409 / January 29, 20Q3 Page 2 � If there are arry changes to the orientation,size, or location from what was described above,we should be • consulted to evaluate our design and recommendations. If changes take place, our original recommendations ' may no longer apply. We tn�st that this memo meets your needs at this time. Please feel free to call us i�you have any questions. Respectfully submitted, . �? /' �� KnstopnerT. Hauck Geotechnical Engineer $j,SZ' . - 4 ♦ � ��°`} � 29�� JitAL � , 1 O D. Robe�t Warci, P.E. Principal cc: Group Four—Jon Vanier via facsnmile:(208)382�8�9 Kofranek Archibects—Jan Kofranek I�ia fac�nil�(Z06j 275-0258 . 11.JU YL"JfY! JOl �� / ' -�' .t Y. .�� - Cnm�cud sttucau�al firi shall be �:::`.��:.. ��:�,;:::: .,::...,:.; approvedby the G�eotecbmical >�'':w.:: Fngi�neer. �fextoptevious ::�•';�`:.��. -!f,.�'�:i ieport for com�action guidelines. ' �f,Ai��. M'mimum o�'l2 anches p� ro �=�;:�::: of�ed topsoil 4.5 feet '�''."��•. �:¢: ;:;;:::;i:�. ;.::::;�•.�: :%; Et+nsion Co�l Mat �.�'k` :,�::;;;:,s: (type depends cn]a�dscaPin,g) ,::-::., : ��° w�;: Proposed '��.':":`' ��g .s..;;::::: ;<�;':'". :y:' .::.::.'.;: ��10�111W1�.-W V •�"�":`': shaaldbe d�signed to�etain a :=°'�w=`� -.:�,_:::�-,. wuform load af l00 psf ;:,;.;.%,�; 1 :��_:;:;� 51tipe HeigbR 1� Geogrid�orce�me«t ';';�.:�,:�; `_'r�' / :••4_t.�y} � '�'�': Grid Spacing ':µ ,'I (�7 ;_;::��:`: i -� -��"'�� ..g'�.}�' ::fii.° '�� ' :.ai..'tit:iS: �. r.��:. ,:4 �'��i ., �., ;. ;..,�, , • .....- •.. .......,��•... ��.. . ......... .- . . .. •. ' .. .� . 1:'..� ".M•...• ,Y•,�•.;.,. :.�..�•. � . �...�.:..� . ' •' ::::'.:"':'r:� :�.:!s:'.....:.. .�.T..:�..�....� .. .�..:•.' ,S`yr: .. . ,.:..�.;�p. .,,.,..: �"^ ", "••".::�'�:t.:+' y�.::i' '.Y��:: .6��•"�• �•.?3..�'!•:::�.1.- F•'�.M:+,f�:.'••'••• •.'p, _.,.:i•......: ::.:.:.,...�;�...{�. .;.:. .;.... .:..._:�:�;..: :.i_ :!'', ' ' ' . .... •....• ..-:.• ..��.._.., , . ...." ::.:�: :�R ...?.. ........ I� ..:. _ �:"•i"°-' ' ' •i•.._ . . . . ...:,:�_,.;:... .. . . • ;...:� � :�<•:'7^�'•� -,.-.� ��11bC�1�6I 012I� �� ...a::i.'r�: , � 1� ':.:+:r:�• i P�'�Pipc�owaded with Grid��) I�t�oII ;�;:�,:-�: I wa�bed,crnshed.rock a�nd :�::,; wra�rped with a m�wovea �:"`�:;:= WWl iWILYA �b�.'.1,M�•�A; ��. � '�� :.x,�: NOTES: ';;:: i_) Geug�i,d x,einfo�sball be Tensar BX1200 ar equivalent Subs�iditioffi shall be appmved �''-�=*° :,,:_:::..:_ :.:•+:.:-;. bp the geotechmcal en�cr P�ior bo Pla�eot °��:.;�,•'.� Z.) The length of the geogiid shall be 6.5 feet smrang�m the face o�the sk�pe for the botta� �f of the stopc a�ad 5.0 feet from the fa�e of the slo�e for the�op half of t�e 5lope. ;:?:;;`:�•r 3.) �ye spacing belweea grid layeas shall be a ma�timtan of 2 feet for the full height of thc s�ope. 4-) The slope beeagM shall not exo�d 8 feet in he�gh�. ,;;::�i, ' REINFURCED SLQp� DETAIL G�EOTECH Mill Avenue SE at.SE 174th Street co�vsvt.T�r�s,nvc. King County, Washington Aate: Sca e: lat�: 0'1401 Jan.2003 Nottn S�ale 1 Dec 20 02 08: 40a Jan Kofranek (2061 275-0258 P, 2 G E O T E C H 13256 Northcast 2(hh Sueet,Suitc l6 Bcllevue,Washington 98005 CONSULTANTS, INC. (425)747-5618 FAX(425)747-8561 October 21, 2002 JN 01401 Development 8 Construction Group 12501 Bellewe-Redmond Road, Suite 106 Bellevue,Washington 98005 I Attention: Lisa Foisie Subject: Pavement Design 103rd Avenue Southeast Proposed Vista Highlands Apartments King County, Washington Dear Ms. Foisie: Based on new plans we received for the project, a new turning lane is proposed along the edge of 103rd Avenue Southeast adjacerrt to the proposed Vsta Highfand project. A pavement analysis and design for this road improvement has been required by King County_ This {etter summarizes our ana{ysis and design for the new pavement area. The guidelines for our pavement analysis and design are based on Washington State Department of Transportation standards given in the WSDOT Pavemenf Guide, 1995. A computer program was used to assist in our analysis. Inputs that are needed into the design equation program inGude: the number of equivalent single-axle loads (ESALs), soil parameters, reliability parameters, and the design serviceability loss. The number of ESALs used in #he design are based on the design perioci and the amount and type of truck traffic. Based on Traffic, Planning and Engineering's (TPE's) May 8, 2000 report regarding traffic for this project, we understand that the weekday tra�c in or out of Vista Highlands is estimated to be 245 vehicles. Using a 20-year design life for the pavement (as required by King County), the total number of ESALs is 1,783,600 (see attached worlcsheet). Because the 103rd Avenue Southeast is classified as "Local Access' by TPE, we assume that the truck traffic on the new pavement will be no more than 5 percent of all vehicles_ Based on this consideration, the design ESALs for our anaiysis is 89,'180. We obtained a sample of soil in the area of the proposed new pavement. This gravelly, silty sand soil was then taken to a soil laboratory, and subsequerrtly a Califomia Bearing Ration (CBR) test was performed on it. As noted on the attached letter from Cascade Testing Laboratory, Inc_ dated October 15, 2002, the CBR value at 95 percent compaction (which is the recommended compaction rate for fill soil beneath the pavement) is 11 percent. For input into the design program, the CBR value must be converted into an equivalent subgrade resilient modulus (M� in pounds per square inch (psi) by the equation of 1,500 times the CBR. This yields an MR equal to 16,500 psi. The MR value for the base material is included in the program, as recommended by WSDOT. The other input parameters needed for our anafysis and design are based on information found in the WSDOT Pavement Guide. The design serviceability loss was chosen to be 1.5 as recommend for "Other ACP/PCC Surfaced Pavements'. Refiability parameters needed for the anafysis consist of the overall standard deviation and reliability level. The overall standard deviation (So) was GEOTECH CONSULTAtJTS,INC. Dec 20 02 06: 41a Jan Kofranek [206] 275-0258 p, 3 Development& Construction Group .1N 01401 October 21, 2002 Page 2 chosen to be 0.5; the typicai range is 0.4 to 0.5. The reliability level (R) was chosen to be 80 percent, because the recommended range for locai urban strests is 50 to 80 percent. Alf of the above-noted design parameters were inserted in the AASHTO Design Equatian that was provided in the guide's computer program. With the assistance ot the program, we recommend that the pavement section for this project consist of 3 i�ches of Class B asphalt overlying 3 inches of crushed rock base (CRB). The computer analysis results are provided below in the printout. It should be noted that the minimum CRB thickness determined by the program was 2.25 inches; however, based on our experience, a minimum of 3 inches shou{d be used. fqu�tloo 5.11 6PS1 PSl t� 42-1S �ogi�-(=��se)+(936��og(sN+l�-a2o+ �o4a +i�2��g�j-8m 0.4+��+1 P�oebe�[�or Equation 6.11 � .-- --- ----- �y 69180 _ .� � �5I=y��5 ;� -Pt'9A_ �= 1� -- --- R 1 ( ` ` z S 0.5. ..� i R �80_ .:♦ 1 1� 1 r`�d��1 zl o-0.842 �I o •; � 2,��r • - -m ; - �f.rya ymuntttrs I -- Nue�ber w b�se qyers��...� --- -- .--- � _ �t ";, "'��'�,�`�. <'"��4: "'F�.,F � U.44 �';' �;;�='��' O.0 - - _ . - ' O.t3 ' 1D I 2800G ; OA - .�:�':� . �µ'; 16500 . � . , � GEOTECH CONSULTANTS,1NC. '� Dec 20 02 08: 41a Jan Kofranek (2061 275-0256 p, 4 Development&Construction Group JN 01401 October21, 2002 Page 3 If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH C�NSULTANTS, INC. I �gERT � � 4 w�s�,t! 'l,,p : q' � ; .� m 7��oj�4�q�{�w,o sloxwL E� z/ Z.00z �� !U- -O D. Robert Ward, P.E_ Principal Attachments: Design Worksheet, CBR Results cc: Kofranek Architects-Jan Kofranek ' Via facsimile: (206) 275-0258 DRW: alt I i � � i I GEOTECH CONSULTANTS, INC. I � , G E O T E C H 13256 Northeast 20th Street,Suite 16 Bellevue,Washington 98005 CONSULTANTS, INC. (425)747-5618 FAX(425)747-8561 ' January 11, 2002 � JN 01401 Development & Construction Group 12501 Bellewe-Redmond Road, Suite 106 Beilewe, Washington 98005-2509 Attention: Lisa Foisie � Subject: Transmittal Letter—Geotechnical Engineering Study Proposed Vsta Highlands Mill Avenue at Southeast 174th Street King County, Washington Dear Ms. Foisie: We are pleased to present this geotechnical engineering report for the proposed vsta Highlands to be constructed in Renton, Washington. The scope of our work consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations, retaining walls, and pavements. This work was authorized by your acceptance of our proposal, P-5636, dated November 8, 2001. A Phase I Environmental Site Assessment is being prepared for this property by Geotech Consultants, Inc. and will be issued separately. The attached geotechnical engineering repo�t contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. Respectfully submitted, GEOT�,CH CONS TANTS, INC. �_�' � / V Il D. Robert Ward, P.E. Principal cc: Jan Kofranek, Architect � Via facsimile: (206) 275-0258 SES/DRW: esm GEOTECH CONSULTANTS,INC. GEOTECHNICAL ENGINEERING STUDY Proposed Vista Highlands Mill Avenue at Southeast 174th Street King County,Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Vsta Highlands to be located in King County, Washington. A Phase I , Environmental Site Assessment is being prepared for this property by Geotech Consultants, Inc. and will be issued separately. We were provided with a site plan and a topographic map provided by the Development and I, Construction Group. Group Four 1nc. developed this plan, which is undated. Based on this ptan and conversations with the Development and Construction Group, we anticipate that the I development will consist of three large mutti-family residential buildings; two on the eastern side of ', the site and one nearer the southwestem corner. The area between the buildings will be paved, providing parking and drive access for the pr�perty. The grade of the site will be regraded as part of the development. The finish floor of the eastem buildings will be near existing grade or up to about 6 feet below grade. The southwestem buildings'finish floors will be as much as 7 feet above existing grade. A cut of up to about 7 feet is proposed at the southeastem edge of the site; a I rockery is proposed at this location. ' The development of this property will also include the installation of two water detention vaults. A I'�, large 10-foot-tall water quality and detention vault will be located on the southwestem portion of the '' property, while a 9-foot-diameter detention pipe will stretch north to south down the middle of the property. We understand that the bottom elevation of the southwestem detention vault will be at elevation 280.00 feet, while the bottom of the middle pipe is listed at 293.00 feet elevation. Cuts of up to 10 feet are thus proposed for the vault, while cuts of up to 23 feet are proposed for the pipe. We assume that the detention pipe will gravity feed to the southwestem detention vault. Conversations with Jan Kofranek, the architect, indicate that the eastern wall of the southwestern detention vault could be constructed as a retaining wall. This retaining wall may potentially support the westem footing line of the nearby building. The plans provided to us indicate the building will be located 12 feet away from the vault. � SITE CONDlTIONS SURFACE � The Vcinity Map, Plate 1, itlustrates the general location of the site. The somewhat triangular shaped site includes four separate parcels and is approximately 3.08 acres in size. The northwestem property line conforms to the continuous curvature of the adjacent street, 103rd Place Southeast, with approximately 750 feet of frontage. The southem and westem property lines are perpendicular and are bordered by residentially zoned lots. The site is currently de�eloped with four single-family residences. The residences are one-story structures, each founded on conventional footings. The two southem residences have a basement that daylights to the west. Each residence has a driveway accessible fr�m 103rd Place Southeast. I, The remainder of the property is vegetated with blackberry bushes, large trees, and various plants. I GEOTECH CONSULTANTS,INC. Development&Construction Group JN 01401 January 11, 2002 Page 2 The site generaily siopes moderately downward to the west. The siope is locally mild near the existing residences. The total elevation change is approximately 66 feet along the southern property border, which is approximately 308 feet in length. Surrounding property use is generally residential with both single-family residences and multi-family dwellings. The property to the west is developed with a single-family residence and several storage buildings. This area is believed to be agricuttural in historic use. COAL M/NE HISTORY Coal has been mined in several areas of King County since the late nineteenth century. Although current production is entirety from surface mines, nearly all the coal produced prior to about 1970 was from underground workings. We reviewed maps of coal mines on file with the Washington Department of Natural Resources (DNR) in Olympia. The entrance to the Renton Mining Company's Spring Brook workings was located a roximate 500 feet to the north and west of the sub'ect ro . The horizontal mine Pp �Y 1 P PertY tunnel nearest the subject property was shown as n.mning west to east and was located approximately 250 feet to the northwest. It was at an elevation of approximately 100 feet below sea le�el, appro�amately 400 feet below the surface. Ac�ording to Timothy Walsh, Chief Geologist with DNR, coal beds in this area typically dip greater than 60 degrees. Due to their distance from the site and their depth, the coal mine workings present no hazard to the subject property in our opinion. SUBSURFACE The subsurface conditions were explored by excavating 10 test pits at the app�oximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exptoration, and the ' scope of work outlined in our proposal. The test pits were excavated on December 10, 2001 with a rubber-tired backhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 8. Soil Conditions The test pits generally encountered loose topsoil and fill soil overiying silty sand that is medium-dense approximately 2 to 6 feet below the existing grade. The siity sand has layers of cleaner gravelly sand varying in thickness and depth. The sand layers are typically medium-dense are more apparent on the northem portion of the site. The silty sand generally is underlain by very stiff to hard, massive silt. This silt is observed in the deepest test pits excavated at 18 feet deep. Test Pit 4 in the southeastem portion of the property encountered gravelly, siKy sand that is glacially consolidated. Locally referred to as glacial till, this soil was observed to be dense approximately 3 feet below the existing grade. The glacial till was observed the entire depth of the test pit at 10 feet. GEOTECH CONSULTANTS,INC. Deve/opment&Consfruction Group JN 01401 January 11,2002 Page 3 Groundwater Conditions Perched groundwater seepage was observed at an approximate depth of 13 feet. The test pits were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found in more permeable soil layers between the near-surface weathered soil and the underlying denser soil. The final logs represent our interpretations of the field logs. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual ' transition between soil types may be gradual, and subsurface conditions can vary between II exploration locations. The logs provide specific subsurface information only at the locations tested. I The relative densities and moisture descxip6ons indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our senrices. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and , replaced with structurat fill during construction. CONCLUSIONS AND RECOMMENDATIONS ' GENERAL THlS SECTION CONTAINS A SUMMARY OF OUR STUDY AIVD FlNDINGS FOR THE PURPOSES OF A GENER.4L OVERVIEW ONLY. MORE SPEClF/C RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED 1N THE REMAINDER OF THIS REPORT. ANY PARTY RELYIIVG ON TH1S REPORT SHOULD READ THE ENTlRE DOCUMENT. The test pits conducted for this study generally encountered medium-dense silty sand at a depth of about 2 to 6 feet below the ground surface. This soil generally becomes dense with depth and is underiain by very stiff to hard silt, although some dense glacial till was found at the southeast comer of the site. Based on the test pits, it is our opinion that the buildings can be placed on conventional foundations bearing on the medium-dense to dense native soils or atop structural fill placed above these native soils. Based on the information provided, we estimate some over excavation will be needed to reach suitable bearing soils, espeaalty in the proposed southwestem building. A major consideration for this development is the location and elevation of the proposed southwestem building in relation to the proposed detention vault. The plans indicate the western footing line of the building will be approximately 12 feet away from the edge of the detention vault. The finished floor grade of the building is proposed to be 301 feet, while the grading plan indicates the outside grade will be approximately 294. Thus, we anticipate the footing elevation will be near 292 feet. This just maintains a necessary 1:1 (Horizontal:Vertical) slope between the bottom of the detention vault and the foundation footing. However, if there are any changes that will place the foundation of the building above this 1:1 (H:� slope with the base of the detention vault, the design of the detention vaulYs western wall will need to incorporate a surcharge load from the building. In the event that the building or the detention vault will be mo�ed so the building can be supported by � GEOTECH CONSULTANTS,INC. Development&Construction Group JN 01401 January 11, 2002 Page 4 the detention vault wall, the footings of the vault will need to be designed to support the extra loads. In any case, the detention vault should be backfilled with 95-percent-compacted structural fill between the building and the vault wall. It will likely be necessary to build the vault prior to the building foundation so as not to undermine the foundation. The buildings will be constructed with a 10-foot-high foundatioNretaining wall separating the east and west sides. As with the detention vault,the footings for the upper portion of the building should not be higher than the 1:1 (H:� slope above the base of the retaining wall. If the footings are placed higher than this, the retaining wall design should incorporate a surcha�ge load for the footings. In addition, if footings and/or slabs are placed on backfill behind the foundation, adequate compaction of the backfill is needed, see recommendations for construction equipment as noted in the PERMANENT FOUNDATION& RETAINlNG WALL section of this report. We anticipate excavated cuts up to 23 feet to install the detention pipe in the middle of the property. In general, temporary cut slopes should not be excavated greater than a 1:1 (H:� as noted in the IXCAVATIONS AND SLOPES section of this report. Vertical cuts should not be excavated greater than 4 feet in height. If these temporary slopes cannot be attained temporary ' shoring, such as a large trench box, should be considered. Another significant geotechnical consideration for development of this site is the overly moist to wet condition of the near-surface silty sand soils. Plans indicate that a large amount of soil will be moved for the excavation of the detention waufts and the general grading of the site. Based on our obsenrations and laboratory results, the moisture contents of the sitty sand soils were above the optimum moisture content necessary for the required structural fill compaction during our site visit by about 3 to 6 percent. Laboratory tests also indicate that the soil contains about 15 to 20 percent � silt. These fine-grained, silty soils are sensitive to moisture, which makes them very difficult to adequately compact when they have moisture contents even 2 to 3 percent above their optimum moisture content. reuse of these soils to le ssful durin hot d weather. Aeration of each loose lift of soil will be required to dry it before the lift is compacted. �i�mativelv, the so' _ I�,�,e chemically_dned b�addin9 Iime, kiln dust, or cement, provided this is allo�ered by responsible building department. Regardless o� e me o`��f`�ing", t�l�ie rthwork process will be slowed dramatically. The earthwork contractor must be prepared to rework areas that do not achie�e proper compaction due to high moisture content. Utility trench backfill in structural areas, such as pavements, must also be dried before it can be adequately compacted. Improper compaction of backfill in utility trenches and around control structures is a common reason for pavement distress and failures. Imported granular fill will be needed wherever it is not possible to dry the on-site soils sufficiently before compaction. The erosion control measures needed during the site development will depend heavily on the ' weather conditions that are encountered. While site dearing will expose a large area of bare soil, the erosion potential on the site is relative�low due to=th,e�c�en�e slo,�,e of t: he ground. We anticipate that a silt fence will be nee ed aroun�t e downslope sides of any cleared areas. Rocked construction access roads should be extended into the site t� reduce the amount of mud carried off the property by trucks and equipment. Wherever possible, these roads should follow the alignment of planned pavements. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. Based solely upon the maps we reviewed, the subject property does not appear to be underlain by mine workings or in an area that would be considered a coal mine hazard. Timothy Walsh, Chief Geologist with the Department of Natural Resources, cautioned, however, that not every mine GEOTECH CONSULTANTS,INC. Development& Construcfion Group JN 01401 � January 11, 2002 Page 5 operator submitted accurate maps, and that existing maps were often not field checked to established benchmarks. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be awa�e of our findings and recommendations. SEISMIC CONSlDERATIONS The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform Building Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type S� (Very Dense Soil). The site soils have a low potential for seismic liquefaction because of their dense nature. CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, medium-dense to dense, native soil, or on structural fill placed above this competent, native soil. See the section entitled GENERAL EARTHWORK AND STRUCTURAL FlLL for recommendations regarding the placement and compaction of structural fifl beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing stn.ictural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widt'�s of 16 and 24 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface. The local building codes should be reviewed to determine if different faoting widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Depending on the final site grades, overexcavation may be required below the footings to expose competent, native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. A typical detail for overexcavation beneath footings is attached as Plate 8. An allowable bearing pressure of 2,000 pounds per square foot (psfl is appropriate for footings constructed according to the above reoommendations. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post-construction settlement of footings founded on competent, native soil, or on structura� fill up to 5 feet in thickness, will be about one inch, with GEOTECH CONSULTANTS,INC. Development&Construction Group JN 01401 January 11,2002 Page 6 differential setttements on the order of one-half inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level stn�ctural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: Coefficient of Friction 0.40 Passive Earth Pressure 350 pcf Where:(�pcf Is pounds per cubk foot,and(ii)passNe earth pressure fs computed using the equivalerh fluld density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PERMANENT FOUNDATION AND RETA/NlNG WALLS ' Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they �etain. The following recommended parameters are for walls that restrain level backfill: Active Earth Pressure ' 40 pcf Passive Earth Pressure 350 pcf Coefficient of Friction 0.40 Soil Unit Weight 125 pcf Where: (� pcf Is pounds per cublc foot, and (il) active and passive earth pressures are computed using the equivaleM fluid pressures. •For a restrained wall that cannot deflect at least 0.002 times its helght,a unfform lateral pressure equal to 10 psf tlmes the height of the vrall should be added to the above active equlvalerrt fluid pressure. The values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropriate for the depth of level structural fill placed in front of a retaining or foundation wall only. The values for friction and passive resistance are ultimate values GEOTECH CONSULTANTS, INC. Developmenf&Construction Group JN 01401 January 11, 2002 Page 7 and do not include a safety factor. We recommend a safety factor of at least 1.5 for overtuming and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from comers or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a comer. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above tateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typicaliy be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well-compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand-operated equipment to prevent the walls from being ��erloaded by the higher soil forces that occur during compaction. Retainin_q Wall Bac�ll Backfill placed behind retaining or foundation walls should be coarse, free-draining structural fill containing no organics. This bac�ll should contain no more than 5 percent sitt or day particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native, non- organic and compactable sand is used as backfill, a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The draina e com osites 9 P should be hydraulically connected to the foundation drain system. Free-draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled GENERAL EARTHWORK AND STRUCTURAL FILL contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. • The pertormance of subsurface drainage systems will degrade over time. Therefore, . waterproofing should be provided where moist conditions or some seepage through the walls are not acceptable in the futu�e. This typically includes limiting cold joints and wall �� penetrations, and using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but will only help to prevent moisture, generated from water vapor or capillary action, from seeping through � the concrete. With any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that may be transmitted through concrete walls from the surrounding soil. GEOTECH CONSULTANTS,INC. Developmenf& Constnrction Group JN 01401 January 11, 2002 Page 8 SLABS-ON-GRADE The building floors may be constructed as slabs-on-grade atop the native medium-dense silty sand sandy silt, or on structural fill. The subgrade soil must be in a firm, non-yielding condition at the time of slab construction or underslab fill placernent. Any soft areas encountered should be excavated and replaced with select, imported structural fill. All slabs-on-grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thidcness of coarse, free-draining structural fill with a gradation similar to that discussed in PERMANENT FOUNDATION AND RETA/N/NG WALLS. As noted by the American Concrete Institute (ACI) in Section 3.2.3 of the Guides for Concrete Floor and Slab Strucfures, proper moisture protection is desirable immediately below any on-grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture-sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil visqueen, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US per►ns per square foot (psfl per hour, as determined by ASTM E 96. It is possible that concrete admoctures may meet this specfication, although the manufacturers of the admixtures should be consulted. However, if no potential for vapor passage through the stab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in aa;ordance with ASTM E 96. Reinforced membranes having sealed overiaps can meet this requiremerrt. Additionally, ACI (Section 4.1.5) recommends that a minimum of 4 inches of compactible granular fill, such as crushed rock, should be placed over the vapor retarder or barrier for protection. Sand is not recommended by ACI for use as the protection layer. We recommend proof-rolling slab areas with a heavy truck or a large piece of construction equipment prior to slab construction. Any soft areas encountered during proof-rolling should be excavated and replaced with select, imported structural fill. ROCKERIES We anticipate that rockeries may be used in the site development. A rockery is not intended to function as an engineered structure to resist lateral earth pressures, as a retaining wall would do. The primary function of a rodcery is to cover the exposed, excavated surface and thereby retard i the erosion process. We recommend limiting rockeries to a height of 7 feet and placing them � against only competent native soil. The base width of the rockery should be equal to one-third of the height of the rockery. The construction of rockeries is, to a large extent, an art not entirely controllable by engineering methods and standards. It is imperative that rockeries, if used, are constructed with care and in a proper manner by an experienced contractor with proven ability in rockery construction. The rockeries should be constructed with hard, sound, durable rock in accordance with accepted local practice. Soft rock, or rock with a significant number of fractures or inclusions, should not be used, in order to limit the amount of maintenance and repair needed over time. Provisions for maintenance, such as access to the rockery, should be considered in the design. In general, we recommend that rockeries have a minimum dimension of one-third the height of the slope cut above them. Tiered rockeries are not recommended, unless there is sufficient spaoe to construct upper tiers that do not exert lateral pressure on the lower tiers. The base of a tiered rockery's upper wall should be set badc from the rear of the lower rocks an amount equal to the height of the lower tiers. GEOTECH CONSULTANTS,INC. Development& Consfrucfion Group JN 01401 January 11, 2002 Page 9 EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be class�ed as Type B. Therefore,�,�p.p_.,ora��ut.-slnp�s reater than 4 feet in he� ht cannot be excavated at an �.� inclination steeper than 1:1 (Horizontal:Vertica , exten�""ing con inuously between the top and #he bo�f�r�f'a�u�"� - _ . . ._ .,,_ .m_ , . ___��__ -------___---.�.-- The above-recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without waming. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:1�. Fill slopes should nat be constructed with an inclination greater than 2:1 (H:�. To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclinafion. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent , excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the su�cial layer of soil. Any disturbance to the existing slope outside of the building fimits may reduce the stability of the slope. Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be revegetated as soon as possible. Soil from the excavation should not be placed on the slope, and this may require the off-site disposal of any surplus soil. DRAINAGE CONSIDERATIONS Foundation drains should be installed at the base of all footings where the slab or floor is below the outside grade and at the bse of the 10-foot-tall, center foundation walls of the three proposed buildings. Drains should also be placed at the base of all earth-retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non- woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached fo this report as Plate 9. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. GEOTECH CONSULTANTS, INC. Development&Construction Group JN 01401 January 11, 2002 Page 10 Groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pa�ements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls, such as on the upslo0e sides of the proposed buildings.Additionally, a drainage swale should be provided upslope of the buildings to intercept surface run-off and direct it into the storm drains. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tightlined to a suitable outfall located away from any slopes. PAVEMENT AREAS The pavement section may be supported on competent, native soil or on structural fill compacted to a 95 percent density. Because the site soils are silty and moisture sensitive, we recommend that �, the pavement subgrade must be in a stable, non-yielding condition at the time of paving. Granular ' structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement subgrade strength, we recommend that a proof roll be completed with a loaded I, dump truck immediately before paving. In most instances where unstable subgrade conditions are � encountered, an additional 12 inches of granular structural fill will stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consuttants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled GENER.4L EARTHWORK AND STRUCTURAL FILL. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. �, _-�-��__-__._. . _ _ _ _ . . _ -�� he pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt , concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt-treated base (ATB). � We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4 � inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with � '°�uck traffc. -- ..._�.�..,:».w_..__... - a_�......�.__� .._,�' Water from planter areas and other sources should not be allowed to infiltrate into the pavement subgrade. The pavement section recommendations and guidelines presented in this report are • based on our experience in the area and on what has been successful in similar situations. As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. To provide for a design without the need for any repair would be uneconomical. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas shauld be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. GEOTECH CONSULTANTS, INC. Development&Construction Group JN 01401 - January 11, 2002 Page 11 Structural fill is defined as any fill, including utility backfitl, placed under, or close to, a building, ' behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the fil(ing and compaction process. As discussed in the GENERAL section, the upper weathered on-site soils are not suitable for reuse as stnactural fill, due to sitty natu�e. The allowable thidcness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not suffiaen�y compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: � � � • � � � Beneath footings, slabs 95% or walkwa Filled slopes and behind 90% retainin walls 95%for upper 12 inches of Beneath pavements subgrade; 90% below that level Where:Mlnimum Relative Compacdon Fs the retlo,expressed In percentages, of the compacted dry density to the maxlmum dry i density, as debermined in accordance with ASTM Test i Designatlon D 1657-91 (Modified Proctor). I �lS@ Of�I)-$lt@$Ofl I If grading activities take place during wet weather, or when the sitty, on-site soil is wet, site preparation costs may be higher because of delays due to rain and the potential need to import granular fill: The on-site soil is generally silty and therefore moisture sensitive. A large amount of disturbanoe to the native silty soils will occur due to the excavation of the detention vault and the grading plan. The native silty sands and underlying silt will be difficult to adequately compact during optimum conditions. G�ading operations will be very difficult during wet weather, or when the moisture content of this soil exc�eeds the optimum ' moisture content. The deeper silt soils should not be used as structural fill. � Moisture-sensitive soil may also be susceptible to excessive softening and "pumping" from construc�ion equipment, or even foot traffic, when the moisture content is greater than the optimum moisture content. It may be beneficial to protect subgrades with a layer of imported sand or crushed rock to limit disturbance from traffic. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three-quarter-inch sieve. GEaTECH CONSULTANTS,INC. Development& Construction Group JN 01401 January 11,2002 Page 12 LIMITATIONS The anatyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface c�nditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a prope�ly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The reoommendations presented in this report are directed toward the protection of only the proposed structures from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currentty based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. At additional cost, we can p�ovide reoommendations for reducing the risk of future movement on the steep slopes, which could involve regrading the slopes or installing subsurface drains or costly retaining structures. However, the owner must ultimately accept the possibility that some slope movement could occur, resulting in possible loss of ground or damage to the facilities around the proposed buildings. This report has been prepared for the exclusive use of Development and Construction Group, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing. Our conclusions and recommendations are professional opinions derived in aocordance with current standards of practice within the scope of our services and within budget and time constraints. No wamanty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors methods, techniques, sequences, or procedures, except as spec�cally described in our report for consideration in design. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and � observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction acti�ities comply with the general intent of the recommendations presented in this report, and to pro�ide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. A Phase I Environmental Site Assessment is being prepared for this property by GCI and will be issued separately. The following plates are attached to complete this report: GEOTECH CONSULTANTS,INC. Development&Construcfion Group JN 01401 January 11, 2002 Page 13 � Plate 1 Vcinity Map Pla#e 2 Site Exploration Plan Plates 3-8 Test Pit Logs Plate 9 Typical Footing Drain Plate 10 Typical Footing Overexcavation � ' ,_.i � GEOTECH CONSULTANTS,INC. . ' �I Development&Consbuction Group JN 01401 January 11, 2002 Page 14 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further senrice, please do not hesitate to contact us. Respectfulfy submitted, GEOTECH CONSULTANTS, INC. Scott Stevens Geotechnical Engineer 40+gE1tT �. 4' �� r o��¢��:�.��}�� 1,o�av . 8��x�L�.�+ Ex�REs � p J� b � D. Robert Ward, P.E. 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" Groundwater seepage was observed at 6 feet during excavation. I l � �� * No caving was observed during excavation. �'��`��o-� c,5 TEST PIT 2 �4 CP ��4� Description FI LL .:� SP Brown, gravelly SAND, medium to coarse grained, moist, medium-dense �; � 5 sM � Brown with gray mottled, sandy SILT/silty SAND, fin�grained to silt, ML moist, medium-dense Brown with gray mottled SI LT, with irrterbedded sand lenses, moist, medium-stiff ML _becomes gray without sand lenses 10 * Test Pit was terminated at 12 feet on December 10, 2001. 15 " No groundwater seepage was observed during excavation. * No caving was observed during excavation. ' TEST PTT LOG � GEOTECH Mill Avenue SE at SE 174th Street CONSUI,TANTS,INC. King County, Washington Job No: Date: Logged by: P/ate: 01401 Dec 2001. SS 3 �� . ,�fiti�'�t TEST PIT 3 4'� �'°��'`��a � � � C3� �(� 45 Description Topsoil over Reddish brown, silty SAND,weathered, fine to medium-grained, moist, loose SM '; Brown, silty SAND/sandy SILT, with trace gravel, mast, toose to medium-dense ML _becomes dense, silty SAND with iron staining 5 � _=� �: Brown SAND, medium grained, moist, medium dense , SP 'O -with thin silt layers * Test Pit was terminated at 10 feet on December 10, 2001. * No groundwater seepage was observed during excavation. * No caving was observed during excavation. ' 15 � � � TE$T PIT 4 �' ,�� o'y��fi�o-��, I,, q� CP � � Descnphon Topsil ;�� Bro�wNgray, gravelly, silty SAND, fine to medium grained, moist, �;�� medium dense(Weathered Glacial Ti{I) 5 -becomes gray, dense(Glaciai Tiln SM : -some large rocks encourrtered -granite boulder encountered II � 10 ;� � " Test Pit was terminated at 10 fee�t on December 10, 2001. * No groundwater seepage was observed during excavation. 15 * No caving was observed during excavation. ' TEST PIT LUG � GEOTECH Mill Avenue SE at SE 174th Street CONS[TLTAN'I5,ING King County, Washington Job No: Date: Logged by: Pfate: 01401 Dec 2001. SS 4 ' ��. ,��,ti�'�� TEST PIT 5 4'� �'°�`��'� � � CA � � Descrip�[on Topsoil �`` � Reddish brawn, sitty SAND, with gravel, mast, loose to medium dense : SM 5 , `.{ = _ .� Gray SAND, fine grained, moist, dense <.SP,..� ,. , 10 gM Gray, silty SAND, with silt layers and trace gravel, moist, dense * Test Pit was terminated at 11 feet on December 10, 2000. 15 * No groundwater seepage was observed during excavation. ' No caving was observed during excavation. � �sT Prr LOG GEOTECH Mill Avenue SE at SE 174th Street CONSULTANT'S,nvc. King County, Washington � Job No: Date: Logged by: Plate: 01401 Dec 2001. SS 5 ■ ��,�,�� TEST PIT 6 ti� �o ��d � q� CP �S� 45� Description Bro�nm SAND, medium-grained, moist, loose -organics encountered ' SP -becomes gravelly, medium-dense �: 5 t:=�;z.��:r,, r::;.. �:.�=:i=i;: , �� I ;; = � Gray, silty SAND, with gravel, fine grained, moist, medium dense 10 ' !SM�; -becomes dense I, -thin silt layers noted � ; ; � : �: 15 ML �'�9ray SILT, non piastic, damp, very hard -bec;omes bluish gray : Test Pit was terminated at 18 feet on December 10, 2000. * No groundwater seepage was observed during excavation. � � '� No caving was observed during excavation. �` ��.��"� 4� �,o �,�,��a�� y� TEST PIT 7 '� � CP � � Descnphon Topsoil : SM &own, silty SAND, fine grained, moist, loose 5 &own SILT, non plastic, damp, hard ML -becomes bluish gray, massive, very hard 10 " Test Pit was terminated at 10 feet on December 10, 2001. ; No groundwater seepage was observed during excavation. 15 * No caving was observed during excavation. ' TEST PIT LOG � GEOTECH Mill Avenue SE at SE 174th Street CONSUI,TANTS,nvc. King County, Washington Job No: Date: Logged by: Pfate: 01401 Dec 2001. SS 6 ��,�,�'�t TEST PIT 8 4� �° �'��o��'� 5 � CP � � Descrip�ion Topsoil : S�; Brovm with gray mottied, silty SAND, fine to medium grained, moist, ; loose to medium-dense 5 &owNgray SILT, non plastic, mast, stiff h�L -becomes bluish gray, hard 10 '� Test Pit was terminated at 10 feet on December 10, 2000. * No groundwater seepage was observed during excavation. * No caving was observed during excavation. 15 � � �� .� TEST PIT 9 � � � '�'�t►o�r'��'fi�a��' SCr� ' � CP � 4 Descnptton Topsoil ' � Reddish br�own, sitty SAND with large rocfcs, medium to coarse grained, `SM' mast, loose -becomes brown with gray mottling, fine to medium grained, medium dense I 5 -becomes gravelly ,.:x�.':_�:` ¢.: Gray, gravelly SAND, medium to coarse grained, dense ' ' SP Q: 10 ' * Test Pit was terminated at 10 feet on December 10, 2000. * No groundwater seepage was observed during excavation. I 15 * No caving was observed during excavation. � ' TEST PTT LOG GEOTECH Mill Avenue SE at SE 174th Street CONSIJI.TAN'I'S,ING King County, Washington Job No: Date: Logged by: Plate: 01401 Dec 2001. SS 7 ��,��'��,�� TEST PIT 10 � o ��a � � �4 �G° �� SS Descripnon FI LL ; SM Brown with gray, silty SAND, loose Gray with brown mottled SILT, non plastic, fractured, stiff 5 -becomes very stifF -becomes harci, massive ML , 10 15 * Test Pit was terminated at 12 feet on December 10, 2000. * No groundwater seepage was observed during excavation. � '� No caving was observed during excavation. � � I ' TEST PIT LOG � GEOTECH Mill Avenue SE at SE 174th Street CONSULTAN'TS,INC. King County, Washington ' Job No: Date: Logged by: Plate: 01401 Dec 2001. SS 8 ■ Slope badcfill away from foundation. Provide surface drains where necessary. : __ _ ;; Tightiine Roof Drain (Do not connect to footing drain) � BaCkfili �s :' (see text for y ;;; reguiremerrts) c :: o:;;`<; .M.. :� Vapor Retarder Nonwoven Geot�xtile = or Barrier ::�-<:<; Filter Fabric � ' _r'�' ::_ SLAB O O O ;: .p'.•,p-.a' •.p..O..�:p�...O:O.p�..Q:O".D.-f.]-p.p�.0.�'.D.'�] O O O O O 9 •p OD�-O � UO�•p�� 00�•p � UD�"O � UO�'p•� -�o v�o oOnOnOe e�OO'o.:OGQO'o :OG�O::OC QO'� �Ou Op.� �OC I V � •4.0p • �.Op •�.0� � �.0� � Q.00 y a.pL ;OoOoQ oOc� . . : b . .p ".v . .•o��.o . �p �.o .. 'o.n.o , y's'o . c c n o .. �'�• � IIIIF � I O O o0 oG„ ' ; __ _ , a o 0 0 0 �� _.. .. 6" mm. °�°� °�° _� �� 00 � Free-Draining Gravel 4" Perforated Hard PVC Pipe (rf appropriate) (Invert at least 6 inches belaw slab or crawl space. Slope to drain to appropriate outfall. Place holes downwarcl.) � I NOTES: (1} In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. I (2) Refer to report text for additional drainage and waterproofing considerations. � ' FOOTING DRAIN DETAIL � GEOTECH Mill Avenue SE at SE 174th Street CONSULTAI�TI�,INC. King County, Washington I Job A�or D�� Sr�,�ll� PI�t� 01401 Dec 2001. Not to Sqle 9 I I - ..........._... ........ . ,. p".�.;�:p:.p.,Q.p .a-.O'�•-• =.p..a:0.p .a:p:p..,O:�••p °'c o00•0' 00�'0 o0°•p� QC�•��'00�•o�'oJ°•p� uC° • Unsuitable .;°°��•�:°°�°�� ;'°�°��.; —�-�.,-�°-�.:�° �;;�°�� StR.lCtul'al FIII (refer to report for .e.o� °•n.ip� ;•o.op� °•� �.'o.op� °•o.op0 °•o.o SOI�S '; ;•,°�o'; ;•.°�o�O ;•.b�o� �:o'' ;-.b�o'� ;�.b� . ;•:D�o� gradation and compaction requirements). �Q.�:o,•Q.o�o.•Q.o:c a x•o,•p.o'•o.•, �'•o.-Q.o�c See Note 2 for condition where lean •��^oo P�/�oo �� co�� mo ��/�oo � �/�oo �� oo� .0�0'� �p.e.0— �0��.��CG �)O •:O_ GtO.•:O— DO e..�DO� a.e o, o.;o, o.o�, a.o o, a.;o, a.o o, concrete is used to backfill the o �.�ti.p.i��a.0.b :,�b.o:b . ��p•° ;.-ti.p.'o �.�ti.b.b ;,�e.� '� 'e • • V. - overexcavation. �o�•.o o,.;��.o oo�dth of rexcavation�o�'o;�'o0 �oo�c,:c.��'c . � �- ..._. o-c•...Ao• �� Suttable Bearing Soil(Refer to report for description) verify by Geotechnicai Engineer prior to placing Structural Fill. Width of Overexcavation = Footing Width (FV11} + Depth of Overexcavation NOTES: 1. Refer to report text for additional overexcavation, foundation, and structural fill considerations. 2. Where lean concrete {minimum 1-1/2 sacks of cement per cubic yard)is used to backfill the overexcavation,the overexcavation must extend only 6 inches beyond the edges of the footing. � TYPICAL FOOTING OVEREXCAVATION �_- GEO��H Mill Avenue SE at SE 174th Street CONSULTANI'S,INC. King courrty, Washington Jab Nar O�t� P/at� 01401 oec 2001 �o Vista Highlands Technical Information Report Job No. 01-4515 TIR Section VII Other Permits GROUP FOUR,InG 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. O1-4515 It is our understanding that no other permits(HPA,NPDES, etc.) are associated with the project. GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. 01-4515 TIR Section IIX Erosion/Sedimentation Control Design GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Vista Highlands Technical Information Report Job No. Ol-4515 Erosion and Sedimentation Control Design Sediment Trap: �� 'The disturbed area of the site is approximately 2.97 ac (includes tributary off-site area). , Consequently, a sediment trap will be used for erosion control. The sediment trap design is based on Appendix D of the King County Surface Water Design Manual. See Erosion Sub-basin Map in the plastic pouch at the end of the TIR for depiction of the tributary area. SA=FS(Qlo/VS) Where: Q2 = 0.78 cfs (conservative, 10 year developed rate as within '/a mile of salmon bearing stream) Vs =0.00096 ft/s FS =2 SA= 1,625 sf 3,934 sf(vault area)> 1,625 sf ok �I Temporary Ditch: �I Q = 1.49 AR�S'� n where: Q=0.78 cfs (conservative, 10 yeaz developed rate) S =5% n=0.018 (earth, uniform and recently completed) y(depth)=0.14' (Therefore, freeboard will be greater than 0.5'. ok �) v (velociry)=4.27 fps <5 fps ok � GROUP FOUR,Inc. 16030 Juanita-VJoodinville Way NE Bothell,WA 98011 MAN-MADE CHANNELS ARIABLES LIST: Y - FLOW DEPTH B - CHANNEL BOTTOM WIDTH S - CH�NNEL SLOPE I Q - FLOWRATE M - CHANNEL SIDE SLOPE N - CHANNEL ROUGHNESS ' ARIABLE TO BE SOLVED (Y,Q,B,M, S OR N) ? Y . I� (CFS) ? . 78 RESULTS I (FT) ? 1 _________________ M (FT/FT) ? 2 Y= 0.14 FT �� - (FT/FT) ? . 05 A= 0.18 SF (FT�1/6) ? . 018 P= 1. 64 FT V= 4.27 FPS F= 2.21 SUPER-CRITICAL FLOW , 3hift> <Prt Sc> print <Return> repeat <Space Bar> back to menu ------------------------------------------------------------------------------ I - � . � i - � , . Vista Highlands Technical Information Report Job No. 01-4515 TIR Section IX Bond Quantities Worksheet Retention/Detention Facility Summary Sheet Declaration of Covenant GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL _ STORMWATER FACILITY SUMMARY SHEET Development U�ST,� {-��-�.�S�S Date `��g -�7 Location �f�`� � I�?�� Z�� ! ---- — 77� � ENGINEER DEVELOPER Name Name Fum l � — . Address Address Z ( Phone �_ Phone �{ _� -- Developed Site: Acres 3,� Number of lots �� Number of detention facilities on site: Number of infil�ation facilities on site: ponds ponds �_vaults vaults tanks tanks F1ow control provided in regional facility(give locaaon) No flow control required Ezemption number Downstream Draina e Basins Immediate , Ma'or Basin Basin A u $�$'� �7T�{� ` Number&type of water quality facilities on site: biofilh�ation swale(regular/wed or sand filter(basic or large?) continuous inflow?) sand filter,linear(basic or large?) combined detentiodWQ pond sand filter vault(basic or lazge?) (WQ portio�r large?) _�,combined detention/wetvault stormwater wefland compos[filter wetpond(basic or large?) filter strip wetvault flow dispersioa farm management plan landscape management plan oiUwater separator(baffle or coalescing plate?) catch basin inserts:Manufacturer pre-settling pond pre-settling structure:Manufacturer flow-splitter catchbasin DFSIGN INFORMATION INDNIDUAL BASIN A � B C D Water uali desi flow — Water aali treated volume or we nd Vr 3 9 1998 Siuface Water Design Manual 9/�/98 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DFSIGN TOTAL INDIVIDUAL BASIN ' INFORMATTON,cont'd � Drainage basin(s) A B C D ;'� Onsite azea �� Offsite area ,Z T of Stora e Facili Live Stora e Volume Predevelo Runoff Rate 2- ear p ia � loo- � , z Develo runoff rate 2- ear � ia � 100- ear /, l 30 T e of restrictor Size of orificelrestriction No. 1 '� No.2 l� ir No.3 Q" No.4 FLOW CONTROL&WATER QUALITY FACII,ITY SUMMARY SHEET SKETCH All detention,infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch(top right-hand comer). The heading should contain: • North azrow(point up or to left) • D9# • Plat name or short plat number �Address(nearest) • Date dravm(or updated) •Thomas Brothers page,grid number .\'� II 2. Label CBs and MHs with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes—indicate: Pipe size Pipelength Flow direction Use s single heavyweight line 4. Tanks—use a double,heavyweight line and indicate size(diameter) 5. Access roads • Outline the limiu of the road • Fill the outline with dots if the road is gravel. Label in writing if another surface. 6. Other Standard Symbols: • Bollards:� •�• ■ ■ ■ ■ • Rip rap o00000 000000 Fences —x—x—x—x—x—x-- • Ditches —D---�D----�D--->D � 7. Label trash racks in writing. 8. Label all streets with the actual street sign designa[ion. If you don't know the actual street name,consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly oriented heading. 11. Indicate driveways or features that may impact access,maintenance or replacement. '� 9/1/98 1998 Surface Water Design Manual 2 Site Improvement Bond Quantity Worksheet King County Department of Development�Environmental Services 900 Oakesdale Avenue Southwest Renton,Washington 98055-1219 Project Name: �/l��"�_�(�(�L..��jS �ate: 1— jD--ZGt�3 Location: �*7� ['7y�Z /��{�� f� ['7�� Project No.: �[')Z L_c� `7�J ']� �Q"�j� ��(�-�jt�� Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes ��,� no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 li-wks-sbq.xls Report Date: 09/30/2002 Site Improvement Bond Quantity Worksheet n ,�„:..°aja �'t��l'�'akC�S'��3, t ' �,,,� s�'��?3s,�K��W,'1T. , ''7 ;�',t`{��'�+�� Y''C�yXi r�'��9.�1'y�a^rl „4 a .UCII� f�A�,�v�;+ ''.'�; #Of'r� t�+ r �� •..�� +�� '�..-d�F ."'C+7 :_^.�':.'�v, r�'sY.. ;7��'��xS.,X'F �,��1,. �k y,+j�„"`�': 't�,t !C 4,�4'r,, hk ^d ;��5• � > ',� :�-ra Y�� rx r �' i��,�, :`�i; a�'�`.'„� �^��5 ,� :y �` � �.`;,�.x,;,:p�s> ;��1w,Refererice"#. ...n: >� �.:PrPce. Unit`.! Quantifji.�•. � <':��Applications �::, > a, `.' Cost EROSIONlS'EDIMENT'CONTROL. Y. �sr�.�`�L��.t�" > �} ` ,�j' :;,2 � ;a: �,';' ,,�M� :� °� ��?;*, Backfili &com aciion-embankment � S.�Z i,Y Check dams,4"minus rock SWDM 5.4.6.3 $ 67.51 Each 2 Crushed surfacin 1 1/4"minus WSDOT 9-03.9(3) $ 85.45 CY � � Ditchin $ 8.08 CY Excava6on-bulk $ 1.50 CY Fence, silt SWDM 5.4.3.1 $ 1.38 LF S � Fence,Tem ora (NGPE) $ 1.38 LF H droseedin SWDM 5.4.2.4 $ 0.59 SY Jute Mesh SWDM 5.4.2.2 $ 1.45 SY Mulch, b hand,straw,3"dee SWDM 5.4.2.1 $ 2.01 SY Mulch, b machine, straw,Z"dee SWDM 5.4.2.1 $ 0.53 SY Pi in ,tem ora ,CPP,6" $ 10.70 LF Pi in ,tem ora ,CPP,8" $ 16.10 LF Pi in ,tem ora ,CPP, 12" $ 20.70 LF Plastic coverin ,6mm thick,sandba ed SWDM 5.4.2.3 $ 2.30 SY Ri Ra , machine laced; slo es WSDOT 9-13.1 2 $ 39.08 CY Rock Construction Entrance, 50'x15'x1' SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' SWDM 5.4.4.1 $ 2,928.68 Each ( Sediment ond riser assembl SWDM 5.4.5.2 $ 1,949.38 Each � Sediment trap, 5' hi h berm SWDM 5.4.5.1 $ 17.91 LF Sed.trap,5'high,riprapped spillway berm section SWDM 5.4.5.1 $ 68.54 LF Seedin , b hand SWDM 5.4.2.4 $ 0.51 SY Soddin , 1"dee ,level round SWDM 5.42.5 $ 6.03 SY Soddin , 1"deep,slo ed round SWDM 5.42.5 $ 7.45 SY TESC Su ervisor $ 74.75 HR Water truck,dust control SWDM 5.4.7 $ 97.75 HR Each "t' ESC SUBTOTAL: $� - 30%CONTINGENCY&MOBILIZATION: $ �Q- ESC TOTAL: $ -�— COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 li-wks-sbq.xls Report Date: 09/30/2002 Site Improvement Bond Quantity Worksheet ...�T:r.". .�Y...._ ' _ �n:�� , ..r i..�. .� �;....� .��.n4.:: . .�.:� .f�.5W I.t..; Ah �..�::�., � . µ�i� �` .�iy �',� .� y � rJ.. � . •_.. . a,.: .. ., . - �r" � * � t "..{p;, �Y " " x �r4 Pu�f y -.-, �k��'r'�'� ,,�`�'�� '� A ,�.�,ExisBnc�;� �� :Futu ic� ,Privato " Qiiantityl Cdrripleted :' _," '" '' „ "' ., „ , " :, . .'Right-of-Way Road Improvements � lmpravements ; (�and f2eductio��}* , � , , . . �. `° � �� -&Draina e�FacilitiQs �� Quant. , _ . .<<.•, . , Unit Prir,e' Unif Quant. : Cost Quant. . Cost ` . � C�uant. ' � Cost` " Compiete 'Cost ... � � f��(Y� �". i ) y.a�4��.�ik�.rv r��'i�!l� €� �N` �; Backfill&Compaction-embankment $ 5.62 CY � = > Zg � Backfill 8 Com action-trench $ 8.53 CY Clear/Remove Brush,b hand $ 0.36 SY Cleari /Grubbin ree Removal $ 8,876.16 Acre ° Q q Excavation-bulk $ 1.50 CY � � � 5 � Excavation-Trench $ 4.06 CY Fencin ,cedar,6'hi h $ 18.55 LF �( � Fencin ,chain link,vin I coated, 6'hi h $ 13.44 LF rj Fenang,chain link, ate,vin I coated, 20' $ 1,271.81 Each �� Fencin ,s lit rail,3'hi h $ 12.12 LF S 0� � Fill 8�com act-common barrow $ 22.57 CY Fill 8 compad- ravel base $ 25.48 CY Fill&com act-screened to soil $ 37.85 CY Gabion,12"deep,stone filled mesh $ 54.31 SY Gabion, 18"deep,stone filled mesh $ 74.85 SY Gabion,36"dee ,stone filled mesh $ 132.48 SY Gradin ,fine,b hand $ 2.02 SY Gradin ,fine,with grader $ 0.95 SY � Monuments,3'lon $ 135.13 Each Sensitive Areas Si n $ 2.88 Each Soddin ,1"dee ,slo round $ 7.46 SY '"" Surve i ,line 8 rade $ 788.26 Da ; Surveyin ,lot IocatioMines $ 1,556.64 Acre Tra�c controi crew 2 fla ers) $ 85.18 HR Trail,4"chi ed wood $ 7.59 SY Trail,4"aushed cinder $ 8.33 SY Trail,4"top course $ 8.19 SY Wall,retainin ,concrete $ 44.16 SF � Wall,rockery $ 9.49 SF � � Page3of9 SUBTOTAL ��,��9� �gQrj�'� ��0��`87� Unit prices updated: 02/12/02 'KCC 27A authorizes onty one bond reducGon. Version: 4/22/02 li-wks-sbq.xls Report Date:09/30/2002 Site Improvement Bond Quantity Worksheet :;,� s:a�r �, ,Y„ �.«� ��,, ,, �, ,:��,� �,+;��tt� �,,,y4,:; , y�e:.ri od,,..tion*� I �:� i,�� x�s', �' �' n s„�p �, ,�«:��,�,�,, �.�.�+Ex�stinc�- Futuro Public: � Privato ;;� � a d�2 uG .��y� ,?t;� s r��,t�r�, �,��wX"� r � �,x�x�d�,��s� � ';?#Y�3. . i'v� �� .ye � � ..r;;:� h4 �{;� �� .�.F.;� n. '�'`� nts ..:, + ��„�,�,•_m �r3 ,:�;�"�<, ,�'�r p�,,;..�� , �r, y.s�. J ��r� rRightof-way RoadtmprovQments Iriiproveme ^ � ,. ir � . :Y� hr�..�i�;:� '��P�,at�;.,?t �.,d...�}j �'i� �.tc�+ } i��- � :,. �. ,��' ,�`k;v 'i'3'� �.",C',"� r,.r�: r - rr,,:y. .�,�_.;` ar.�r�;�,,. � t r � p i ��5,.�...r*�;Jrw�,wxd�`< ,�;..fy:�`t r�.Jy."�.�'�' �'�' � ,,I`i;:> .. Y'v.�+ti' _ �b...;, ° . :>�.,�r�. �� f2�lld��.�3CI�ItIQS'„ ��QUr7Ilt,.'�>: .�dm.qn, �'",,`� ,� , �;��```�'`�.' � ��' �Unit E�ficev��, %r�Unit� -`Quant'' ��:Cosf � �'��Quant , � 'CosC � C�uant: �Cost; Corriplete ��Cost � AC Grindin ,4'wide machine<1000s $ 23.00 SY AC Grindin ,4'wide machine 1000-2000s $ 5.75 SY AC Grindin ,4'wide machine>2000s $ 1.38 SY AC RemovaUDis saURe air $ 41.14 SY Barricade, I $ 30.03 LF Barricade, III(Permanent) $ 45.05 LF Curb&Gutter,rolied $ 13.27 LF Curb&Gutter,vertical $ 9.69 LF Z Curb and Gutter,demolition and disposal $ 13.58 LF Curb,extruded asphalt $ 2.44 LF Curb,extruded concrete $ 2.56 LF 1 �{ Sawcut,as halt,3"de th $ 1.85 LF Q � " ^ Sawcut,concrete,per 1"depth $ 1.69 LF Sealant,asphalt � $ 0.99 LF � % Shoulder,AC, (see AC road unit rice $ - SY Shoulder,gravei,4'thick $ 7.53 SY Sidewalk,4"thick $ 30.52 SY 7 �j �Z3 1{O� f Sidewalk,4"thick,demolition and disposal $ 27.73 SY Sidewalk,5"thick $ 34.94 SY Sidewalk,5"thick,demolition and disposal $ 34.65 SY SI n,handica $ 85.28 Each Stri in , er stall $ 5.82 Each 3� Stri in ,thermo lastic, for crosswalk) $ 2.38 SF Striping,4"reflectorized line $ 0.25 LF Page 4 of 9 SUBTOTAL ',3�' ��`'�',�7�j� Unit prices updated: 02/12/02 'KCC 27A authorizes ony one bond reduction. VefSlofl: 4/22/02 ii-wks-sbq.xls Report Date:09/30/2002 Site Improvement Bond Quantity Worksheet ^�'� � !1.;;��+ WAf :��(A}i,£ .1,.�k k}�C I r f '^v d� !r+I,.`.'31t �+� iw41�"' �:f•�� :S '�:,�: +/ A �y S l C + 4F�cy_ �j�.�.q� ..,��n .'.;. ,„� � �'�:.,� a �`-. ,�.�Ex�stin `� r� .FuturQ Public' Priv�te � . .. ,,..- �'',�Bbnd Ruductwn,., . t y's . �'. .�r � W•,s vr gY�:a, r S": .. �. ��- .. .... ' t , "'�. .,.: ' � � t ' � � . .. .. . . ' `,. ' '� J�,��:�,1��„L�pt � � `,T�k t$ 4:. a�,'�,. x y s.��,a.:; 3� Righ t of way � ; Road Improvoments ;, improvements .��r('�x'.,�'F'+6,j�Sr%:-y�.+�,+j""YhR e r�«,...��r .w��,.;i r�=� 'tr��.a� � ��1`S�^ r [.�� f r�t r� : . :. � . . , � . � � .,,�J,A � � i�.,r +,.{;�, � `•�� '&Draina e Facilitles. � ' Quant.; , } ."d��, �"�' ,-=��:�t,3 1�r'� .t�,i� e�7�"?, :,„ ` , . f��!,�%f S" ' ,Ayrly '.�' �( . � ,H. . ��. Y :.: � . .. . ,:�,,. .,.as..s,�.ti,�.r��: , ��;;: �1nif�Fnce+�;' -:;Unit'� ,:Quants 6 �+ .:r'Cost�"" .�,.•,.'' 'Quant:' `;Cost : QuanC `{;Cost Cornplete ' '� Cost- For KCRS'93, additional 2.5"base)add: $ 3.60 SY AC Ove�la ,1.5"AC $ 7.39 SY AC Overla ,2"AC $ 8.75 SY AC Road,2",4"rock,First 2500 SY $ 17.24 SY z AC Road,2",4"rock,Q .over 2500SY $ 13.36 SY AC Road,3",4"rock,First 2500 SY $ 19.69 SY b 3 ��O� AC Road,3",4"rock,Q .over 2500 SY $ 15.81 SY AC Road,5",First 2500 SY $ 14.57 SY AC Road,5",Q .Over 2500 SY $ 13.94 SY AC Road,6",First 2500 SY $ 16.76 SY AC Road,6",Qty.Over 2500 SY $ 16.12 SY As halt Treated Base,4"thick $ 9.21 SY Gravel Road,4"rock,First 2500 SY $ 11.41 SY Gravel Road.4"rodc,Q .over 2500 SY $ 7.53 SY PCC Road,5",no base,over 2500 SY $ 21.51 SY PCC Road, 6",no base,over 2500 SY $ 21.87 SY Thickened Edge $ 6.89 LF �� 6�_ Page 5 of 9 SUBTOTAL 3, j�.� (�z —T ��— Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. VersiOn: 4/22/02 It-wks-sbq.xls Report Date:09/30/2002 Site Improvement Bond Quantity Worksheet rl;'.:.�u ,Exi�� ia p«n,b a�,'d''a�x n ;�;,. ��,,a,i.�.,,y�� M .��pam�7 m yi�z"� r/�> r��i. "r �r's�a'� ,�.,�:..., . ..... . �� N�3�" ,:��` � �„r,,:, � � �� .�+ F�,x - ��£ y. .�,:q'��z,� �,;u xi i I' A�,;Pr"'vat "Borid•R'eduction* , r 4�«�,r�� r,.,;� �t��,.�'�a�y`�� F �:' r�`�� .r �'E stng:: � FufurePubic ` i o . , r ��` ` � Right-of-way Ro�d improvements improvements �' >; � , . � � � - . . � �Y:�p�'�`;�, �;�� "b, ,,d�.! ' a.tu-',a4,�x�`�: :�`� ,,'�. ` �&Draina Q Facilitics Quant. :; ';:�'.,. � r�_;. ,k�,::..kf_ 'r'.�{ ,,x u�':x `1'� Urnt Price;,�`� _��Unit� .`Quant.: : Cost, ,s�'-•.:' 'Quant.. ' Cost '"� :.C�uani: ` Cost-' ; Comp!e(e z j: Cost Access Road,R/D $ 16.74 SY Z z Bollards-fixed $ 240.74 Each Z y� Bollards-removable $ 452.34 Each Z � ' CBs indude frame and Iid ' CB T e I $ 1,257.64 Each %� � CB T e IL $ 1,433.59 Each CB T II,48"diameter $ 2,033.57 Each for additional d th over 4' $ 436.52 FT CB T II,54"diameter $ 2,192.54 Each Z. for additional d th over 4' $ 486.53 FT 1 CB T II,60"diameter $ 2,351.52 Each for additional depth over 4' $ 536.54 FT CB T il,72"diameter $ 3,212.64 Each for additional d th over 4' $ 692.21 FT Thro h-curb Iniet Framework(Add $ 366.09 Each Cleanout,PVC,4" $ 130.55 Each Cleanout,PVC,6" $ 174.90 Each Z � Cleanout,PVC,8" $ 224.19 Each Culvert,PVC,4" $ 8.64 LF Cuivert,PVC,6" $ 12.60 LF � 6 Culvert,PVC, 8" $ 13.33 LF Culvert,PVC,12" $ 21.77 LF Culvert,CMP,S" $ 17.25 LF Culvert,CMP,12" $ 26.45 LF CuNert,CMP,15" $ 32.73 LF Culvert,CMP,18" $ 37.74 LF Culvert,CMP,24" $ 53.33 LF Culvert,CMP,30" $ 71.45 LF Culvert,CMP,36" $ 112.11 LF Culvert,CMP,48" $ 140.83 LF CuNert,CMP,60" $ 235.45 LF Culvert,CMP,72" $ 302.58 LF Page 6 of 9 SUBTOTAL _��p$%� 3,��z�� i"3�� Unit prices updated: 02/12/02 'KCC 27A autho�izes ony one bond reduction. VersiOn: 4/22/02 I�-wks-sbq.xls Report Date: 09/30/2002 � Site Improvement Bond Quantity Worksheet �;y:�:,�+ e :;r,n':s�� s ..:.p w, h h�.,.,�r.� .;;; 1'M1.. ',- �v.,.w-�.bs ��„1�Y� '��. :,: a ,t :'r ' - 3 . •r.: s a��`%. �A ,.��,� � �`�� - � �, �� *�� '��;� �, �,,_ � Ex�sting; Futuro Public j:. Pnvate' ' � Bond Reduction, .,r, �.:: � y� ;� ,. , -,. ," ' � - �_ . ,... .: _, . , ' ' ` ` Riyht-of-way Roadlmprovements :ImproVements : DRAINAGE CONTINU�ED r.'� ;&Drainage Facilities ` Quant: ';�; � ?� '� ', Unit Pnce '� Unit 'Quent Cost Quant. Cost 'Quant, ' '%.` Cost', Complete " ' Co�t- ; �:�' Culvert,Concrete,8" $ 21.02 LF Culvert,Concrete,12" $ 30.05 LF /��'" Culve�t,Concrete,15" $ 37.34 LF Culvert,Conaete,18" $ 44.51 LF Culvert,Concrete,24" $ 61.07 LF Culvert,Conaete,30" $ 104.18 LF Cuivert,Concrete,36" $ 137.63 LF Culvert,Concrete,42" $ 158.42 LF Culvert.Concrete,48" $ 175.94 LF Culvert,CPP,6" $ 10.70 LF Culvert,CPP,8" $ 16.10 LF Culvert,CPP,12" $ 20.70 LF 6 Culvert,CPP,15" $ 23.00 LF Culvert,CPP, 18" $ 27.60 LF 3 � O Culvert,CPP,24" $ 36.80 LF Culvert,CPP,30" $ 48.30 LF Culvert,CPP,36" $ 55.20 LF Ditchin $ 8.08 CY Flow Dispersal Trench 1,436 base+ $ 25.99 LF French Drain (3'depth) $ 22.60 LF Geotextile,laid in trench, o ro lene $ 2.40 SY Infiltration ond tesdn $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep $ 1,605.40 Each Pond Overflow SpilMray $ 14.01 SY Restridor/Oil Se arator, 12" $ 1,045.19 Each � Restridor/Oil Separator,15" $ 1,095.56 Each ResUictorlOil Se arator,18" $ 1,146.16 Each % Ri ra , laced $ 39.08 CY —' 'I/� Tank End Reducer(36"diameter $ 1,000.50 Each Trash Rack,12" $ 211.97 Each Trash Rack, 15" $ 237.27 Each Trash Rack,18" $ 268.89 Each Trash Rack,21" $ 306.84 Each Page 7 of 9 SUBTOTAL -�j � Q 5�� Z� Unit prices updated: 02/12/02 'KCC 27A authorizes ony one bond reduction. Version: 4/22/02 li-wks-sbq.xls Report Date:09/30/2002 Site Improvement Bond Quantity Worksheet ,nr�s� tW. hr.�. ^ ,�,..�i,y,N,gv, �<��q r �,,;: fY`.,.'. 1Ja�i,.YA,� �f, �..� rr.;�' �4 .:, '�°��,. , ., :., F _..=r� ':V,�.T. •, r -... ..�%�;'. . �� ' +�'�;`..�k( ;* It'.,'^ r � � ..;. r�':�Y'�,:»P �..�� , ��, 2'� � rt�^.a ��:�. ... ... � a�;;��w °•i;Existin �� K�'��Euturo Public '�� •� ^Pr`iJato. Band Redu.cUon �r� sf��;�, , "�` yca#��,,.�5 :,.; � �t,�+n^.�,�� ,3d� � �, _ y; '� ''�`� r w r , j ` � � � �?�'g� ' Right-of-way ��Road lmprovcments Improvenients ' �k�.s � ,;;�ro,v�,.�'� �;�i�.�'v,, �:c4c.�fdllla 41FaC1�111CS � �U8f1#.,�, .., . ,. r, �. ��.. ..-�, . . .. . . . , , . :4". .. , Unif f'rice � r l�nif �`Quant. Pr�ce ; a:Quant. �`: Cost:^ QuanL' Coat Complete , ; Cost 2"AC,2"to course rock 8 4"borrow $ 15.84 SY 2"AC, 1.b" to courae& 2.5"base course $ 17.24 SY 4"select borrow $ 4.55 SY 1.5"to course rock&2.5"base course $ 11.41 SY � � EA. L �O � EA. LF EA. EA. EA. LF SF LF LF eB SUBTOTAL ��,C� '� . , SUBTOTAL(SUM ALL PAGES): Z-( �� ,r'�� _�`gj('� 30%CONTINGENCY 8 MOBILIZATiON: '7`�,Z�� ,SI_Z � � T T-_ GRANDTOTAL: 3�3.��{'� � ��, �D�� `�Z3��S�� COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 •KCC 27A authorizes ony one bond reductfon. VerSion: 4/22/02 II-wks-sbq.xls Report Date:09/30/2002 Site Improvement Bond Quantity Worksheet Original bond computatlons prepared by: Name: �rl' �/�DVI �� Date: �— �O —�'�, � PE Registration Number. Z9 rf?-�--�_>_" Tel.#: G/��—fiI�—�Sc'�� Firm Name: G r?__ptTP E`QL_Ti2 , 2�1J� - -s Address: //,,n�-j �Z./,�jUCT/�— L��DbflliVUIC..C;� L�''�'� Al� Project No: [�pZ l.._O'Z9 7 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND' PUBLIC ROAD&DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND' REQUIRED AT RECORDING OR StabilizatioNErosion Sediment Control(ESC) (A) $ - TEMPORARY OCCUPANCY••• Existing Right-of-Way Improvements (B) $ - Future Public Road Improvements 8 Drainage Facilitie (C) $ - Private Improvements (D) $ - Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/*' (A+B) $ - (First$7,500 of bond`shall be cash.) Performance Bond*Amount (A+g+C+D) = TOTAL (T) $ - T x 0.30 $ - OR irnmum n amoun �s . Reduced Performance Bond'Total'** (T-E) $ - Use larger x o or - (B+C)x Maintenance/Defect Bond'Total 025= $ - NAME OF PERSON PREPARING BOND'REDUCTION: Date: •NOTE: The word"bond"as used in this document means any finanaal guarantee acceptable to King County. "NOTE: KCC 27A author¢es right of way and site restoration bonds to be combined when both are required. The restoratlon requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be inGuded. Quantities shall reflect worse case scenarios not just minimum requirements. Fw example,'rf a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount The 30%contingency and mobilization costs are computed in this quantity. "'NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ - (C+D)-E REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Version: 4/22/02 li-wks-sbq.xls Report Date: 09/30/2002 r { ' � - � � � � ,� � ' �� -� � � h , . J� I � �I . I�' i� I . i I I � �, :I ��ii � � � � � 1�« I+ ��I+I� � 20040715�02034 AAGE002U0FY007 DECL 0 00 . ... 07/13/2@84 14�17 .. KING COUN7Y, Wp "' � �;zly Jane�Evans,ADM:ES-OSUO � King Courity Asset.Develctpionent�znanagement Scctian ` 500 4�`:Avenue,Room�5fi0A ' � SeattIe,�VA :981D4 :� � �_ aoo°�1- c�:lo< i—�.:':� - Document Title(s) (or#ransactio.ns containCd herein3; _ _ _ Declaration �:of Coven�t ;• Reference Nvmber(s)of Docuiuent assi�ned:or released:�o2�a7g�`'�.. Adc�itional reference numbers on page ' o�,d�ocurr�ent�s) Grautor(s�{last name,flrst name,initials):Sherrori•.Asso�ciat'es�(tlist� HiqYrlands)LLC Addit�ot�al names on page of documenifs).�� :_ ;Grantee(�)(Iast ktame,first name,fnitials):�ina county �dd:rtion�l n�mes on.}�aga.. of document(s) Legal Descrep#ion�(si�breviated,�:�'�ee �Atta�hed Lot: � : Biock: � Plat/Section• Townstup: _ Range: Additional legal is o�t•page�_of docur�eiit(sj:;. Assessor's Property Tag ParceUAccount,:•�� Number(s): 292305-9044-04; 292305-91,27-04. 292305-9088-01; 29230�9017-0� � age 1 0 �� . � A#ter Recording return to: • �Sherron Assoc.�ates (Vista Hiqhlands)LLC '� �5Q1 Bel-Red Ra• ,Suite l06 ,._,� $el�evue WA 98005 � � :;:,DECLARATIOI'd OF COVENA.1�`T IN CONSIDFRATION:of tti� approve�.�ing County buzldinq peimit for application I'Jo. ,:B02L0797� � � ;�� relating to�eal property described as follows. See p.ttached �' Ttie unde�signed as Grantor(s),declares tl�at t��above�de�c�7b�d�i'opezty is heieby sub�ect to an�'easement for a natural or constructed conveya�ice,system and hereby dedxcates, covenants:and a�'eas as follows: � t. Ki€ig Countys�all have the right to ingress and egress over'those.portions not co�tained�in Exki�bit"A'°{o ac�cess such easement area for inspecnon of and fa reasonably monitorthe�perfortn�nce,'opei'atio'nal flows,or defects �n accordance with and [as presented in Kirzg County Code Sectton 9 �4.12£1]::: 2. If Kuig County determmes that mafntenance or repau work is requ�red to be done to the system,the Manager of tlie Water�d:i,and ReSources,Division of the King County Department of Natural Resources shalI g�ve iipriG�of�the specific maintenance and/or repair � work required pursuant to K C C 9.04.030. .T�e Manager s�iall�Iso set a reasonable t�me in � which such work is to be completed by thc Grantor(s), ite�heizv or.assigns, Tf�t�ie above required mauatenance or repair is not completed with the tirrie sat b��the 11�anageir;:the Coui�ty may perform the required maintenance or repair Written notice w�ll be sent�to t1i�e.Gra�tor(s�� 1998 Ku�g County Surface Water Design Manual Private Drainage Easement:Gflvenant Form Page 2 of 7 . � �,i� � �� stating.tk�e County's intention to perform such maintenance Maxntenance work will not _, co.mmence until at least seven (7)dlys after such notice is mailed if, within the sole discretian � of the Water�nd I.and�tesources Division Manager,there exists an imminent or preseilt danger,;said seven,£7}da}�:noti.ce per�pd will be waived and tnainfenance and/or repair work ��nll begui iaunediat�ly. . 3. If�at ariy�hme Kitig G�unxy reasouahty determines that any existing retention/detenfion�systern creates�ny of.t�i.e coridihons listed in K.C.C. 9.04 030 and herem incorporated by rcfercric$,t}ie Water�nd L;and'Resources Divisso�.lVtanagez may take measures specified therein. � 4 The Grantor(s)shall assume�all:responsibility for tfie cost af��y:maintenance and for repairs;lo the system. Such responsibil�ty s�alI include.�eimburseinenit�o tlie Co.eini��within thirty (30)days of 1he receipt of the invoice for any�suclt.•work perform�d. Ov�rd.ue payments will require.;payz�zent:of interest at the current legal ratc as liquidateci�damag�s .if legal action ensues,tt�e prevailing parly is entitled to costs or fees �� :,;Ttie Grantor(s)is(aie)hereby requtred to obtain written approval��from the Water and Land Resources Division Mana�cr.af the Kmg Counry Deparhnent of Natural Resources pnor to fillmg,pi�ing;:,�ritdng,br rerr�qving vegetation(except in rontine landscape maintenance) in open vegetated diainage�facilities�(such as swales, channels, ditches, ponds, etc.), orperfoiming any alterationS oi`t�odi�icat��ons fo the drainage facilihes contained within said drainage easement. Any notiee-ar conse�it reqtiued tQ be �Ven ar otherwise provided for by the prov�sions of this Agreement shalT:be effecrive upon perspnal deliveiy,or three(3)days afrer mailing by Certified Mail,return recetpt requested. , 6. This agreement constitutes the entire agreerrient batween the parties, auxi.supercedes alt pnor discussions,negotiarions,and all agreements whatsoevei r�hettier.ora�or.�vntten' ,. i 998 ICuig County Surface Water Destgtl Manual Private Drainage Easement�avenant Torm;` Page 3 of 7 . i � � Th�s covrnant is �ntendcd tv �rotect ibe valuL anci dcsirabtl�ty of the real prop�ri}� •� dcSCtibcii at�o��e, �nd shall uisurc to the ber.efit vf alt tne cititens ef F:ina Counn, and �hali bc `,� hind:ti� On�;l fir:irs;"�ue�essors and assigr►s Sherron Associates(Vista Hiqhlands)LLC �" � � By:Sherron Associat s,Inc.,Managing Member • . . � � � - B�:�Tlio��s E. Armstrong,Vice Presi ent • ,�:� oi��R-- -- - --- — STe�TE OF tiVASIiI\'GTQ�``} : COLITY O�� ICItG }ss: . Ou th�s day personally appearcd'.i�e�'or��me-� , �� Y , � • .r tU: iriC:�ki10�tla,::CCY'.be E�'}0 li}�}lV}aUul�s) dcscribed .in aiid t��ho executcd the �Yithin and�` ,cgiiing ins�rur,nen��and•�ac?Cno�vlcd�ed that they sign�d thc:same:�s#heir free and votutitary act and deeci;`far the�s.�.S ancl�purposcs tl�erein stated . � . :: Given undcr zny han�i and official sea! thzs�. da of ��:e, , °�� `��1i�1\�1j�� . _��,J�P M' Nq ��1� - ,,.,,,,,,�,, i w Q�,�`ysso�,F+q;QO��i�i — =- : ;o'�'_?o��Ri ��,�%,,. -��...,. i�nTAR UIiLIC in and or thc •- � ;" _. - `"z : iat�of ti`'ast ington, residina at � i v'�% ��sti�� =z+'. . ��`".z��.�.�� :.L�.1��..� i 9 �''��8_ p�.='tiQ`_ ��i �E`.�"''��2��`�' �� -- � �/��t��fi�WASN��•_ -- -- � -- ►�� . ;,h�y Comm,ss�nn Ex�}ires `_�[�'�� I 9)8 �i�ig C�unty Surfa�e Water Design Mat�u�l Pn�atc 1)raina�c Easc�nent Covetiant l�.rirm,,� Page 4 Qf 7 . _ EXHIBIT�A� ' ' DRAINAGE EASEMENT " LEGAL DESCRIPTION ., ;� :An e�sement for storm drainage and appurtenances over, under and across that � : portiQn of the South Half of the Southwest Quarter of the Southwest Quarter of ' Section 29, .T.o.wnship 23 North, Range 5 East, W.M., in King County, w..,, 1NasFiington�; �lying �Easterfy..qf, the easterly line of county road, described as follows: ` �.�COMMENCING;�at :thb soutFieast�•�eomer of safd subdivision, thence South 86'50'15° 1Nest along,the south�line isf:said subdivision, a distance of 234.35 feet; th�nce,f�WrtF� 03°09'45".:Wesi:.a distance of 9.56 feet to the POINT OF BEGINNING;thence Nortli'Ob°06'33" EAst;:a distance of 96.50 feet; thence North 84�53'2T-West a�distanGe of 22.51;�fQat;thenCe North 09°59'04" East a distance of 16.56 feet�t6 the beginning of a tangent curve to the left having a radius of 80.00 feet; thence. Nocthwesterty a�Ong the arc of said curve through a central angle of 36°17'52"..for:an a�c length of;`50,68�teet to a �oint of tangency; thence North 26°18'48" West a d'+stance of 10,8b feet to the:easterly margin of 103rd Place SE (Carr Road); thence Sc3uth"17°34'S$° West afbrig said easterly margin a distance of 42.27 feet to a point on a non=ta�gent curve to the right from which the center bears Soath 84°57'5T'Vlfesi 55.`36 feet;diStant;thence Southerly along the arc of safd curve through a central &ngle of 19°22'19°�for an arc length of 18.72 feet to a point of tangency; tNence.,South 14°20'16" West a distance of 112.1�feef;thence South 84°53'27" East a dista.nce:of 65.06�#eet;�to the P..OINT OF BEGINNtNG. . E. BY "4' . RITT N ' W ... . � �l 7�'-�— C . C}1ECKED BY., C� ,�0�� PRODFED e C �b �' ' ;' ' �� Ct�� ,�o� " � GROUF' ,FUUR; INC: �''s� �4 16030 JUAHITA.WOODINUILLE WAY NE �Nq��pS BOTHELL,INA 9801,1'`'. (425)775-0561 �P�s 6/os t�f (20fi)�36Z-4P4.4 , Z.4-p3 .,, .. � n • � � O 1� p ,; I ,� • . L. � . . . -- _ ,,, , I ,... � � � . ; PAGE 5 0F 7 � P•1ProJec1s101�515Woartner�slLGL-EASMfSD-026403 doc ! � EXH1BlT"B" GRANTOR'S LEGAL ' DESCRIPTION .. :'� .PARCEL A TP�e 5outh Half.of the South Half of the Southwest Quarter of the Southwest z,.., Quarter of 3ectiort 29,Townsk�ip 23 North, Range 5 East, W.M., in King County, V1lashingtoh,lying Easterly'of tffe easteriy fine of county road; �EXCEP7:the.North 1.OQ�Eeet thereof;and E�CEPT the Soi�th 120 feet°thereot: �., PAflCEL 8�.. : The South.120 fest:of the St)uth haff Af ttie South Half of the Southwest Quarter of the Southwe`st Quarter lying Easte�Iy of the easterly right of way line of county road; of Section 29, Township�3 Nort�i, Range 5 East, W.M., in King Counry, Washington, , PARCEL C � The North 100 feet of thaY portior� of the S�uth Half of the South Half of the Southwest Quarter of the Southv,rest�Quarter of Section 29;�Township 23 North, Range 5 East,1N.M.,in King Counry,Washington,tying E�st of county road;, PARCELD` :. Th�t portion of the North Half of the South Ha1f of the So�thwest Quart6r of the Southwest ,Glua�rter of Seciion 29, Township 23"North, Range 5 East,;W.M., in King County,lNashington, lying East of I.G. Carr Re�sion Road�as conveyed by cfeed.recocded.:under King county Recorcling No. 15975�.3.. ;� �- O w�'�'a.o ..•''GROUt' :t=OIJR� INC. . �� 16030 Jl1ANlrtlt'WOODINVILLE WqY NE BOTHELL,.WA 980t't : (425j,,775=458)' �, (2DS)362-4P44 �� 30435 � �Fc�s[�� s��'A[.LAl�`'J ,, ,,1, . •'FXPlRES bros/ E` i! : .,, 2-4-03 � � . �� .. • . >:,,? PAGE 60F 7 � P�Wro�ectsWl�46151doctmte�lLGL-GRNT-0204Q3.doc � j I . EXHlBIT "C" : � _------•�a� ---------------- ��46� .1. ... �� 05 g5 �i�/ L .._. /�� .��2 . , _ � �°' ,�p� � � ./....� �9 .:� � � , � / h � ��: -- -- -- � /� � �� e/�..� O,GY/R1£�.�8[E"' :. ., : � t�` �C!.R+r6l2Gl7'd�:l6.71'Sp'L:SQBB' �5 �y C?R�.S,S.AS'd�>972Y9 E 1d7.7, Q�, �/ � —� .� _� �-- � '� �sre�,�e�:: � �/ � �as.r ... . +0� a �,ti l� xo�� .:� � / � ��.ss' �_ ..,.�_ . y .` h� — —�%e��^zr� �� .r��'� � ??.31' . �.�g��;v.°�►,�,�� . :�h��..�ti� �� va�;cs�r n 29 9.11d" .�0 29� ::��°� �i �a . , �.�,�.�• � � 1 r''c��:—D'"� -••. �rves,3o 5 .u�o2 1��-EOO2 v R�' a aa��`2��or �.r�2.ss' �.��zss• •j� •j2 ��'� .:..,: �qfi� . N865015Zr264G.53' A/E�IS '�' 'S�UR,d!:UR.�/N.�4GE (?s�rs 6r'Ros Yee,P��o � �, ��'�rs) r . EAS�f�N1' � f. � �-^` r--. � ��, �� C. I� �l _,•'��' i� _"�� +�:'ot�*�°8'�;�.d `�TM'� � �) �Yc. U N . , a 30�35': SCALE 1" = 100' s�;l kdL��: Q 100' 200' Fxprrtes;,�ur�e.�, zoo4. z.,'4;-03:. �•. SWl/74��'�!f,��tS,E�'.�`a*2,�_.��'��:�23�. N:,RGE. :5� E. ,1P.M. �� GRO UP F�-��R, I�iF�c. �`'�'�tM DRAINAGE EA8E11dENT ' seoso rva�vtra-tlron�rxvtus;,.ti�r xs. VISTA IiIGHLANDS �r��re�x,��ea,Y ;�txc covr�z�r. lIASffiNGTON .,. f�rarna—rset • poe �'�=J�iis • ��1i4'soe��sesr- �O� �0q �� * �9�$ICf:.�OF 7 JOB NOiOi-4b16 �1�Z,�Pe-r T� King County , � Dcpartinent of Developzncnt a.n.d Environmental Services , . Land Use Aivision � 900 �aksdale Avenue Southwesx , Renton, WA 98055-1219 . I Dacument�'xtle(s) (o� transactions coatained herein): I� � i � I i I Reference Number(s) o�'Dacument assigned or re�eased: �I A.dditional reference numbers on;page of document(s) I, Grantor(s) (last nano�e, tirst name, iaitials): III v��, �-�U�.��,�� s��-�.� �. .c� '� Additional aan�es on page of document(s} Grautee(s) (las name, first namc, initials):� 1Y1 Addi�iona�n,ames on page of document(s) Legal Descxiptiub (abbreviated}: Lot:`�Block: �lat/Section_ �� ".�ownship: 'li� +� Range: — � Additional legal is on page��,r��aof doeument(s} . A.ssessor's Property Tax ParceUAccount Number(s):�Z�DSqOI/. �D�f�. �D88, 912� The Auditor/Recorder w-ill re�y on the inform�ation provided on this �orm. . The sta�f;f will aot read the attached document to verify the accwracy or compieteaess of-the i�dexing information provided hereia. � . � � �e • � . , :-; . � „ �o�o � n4� � ��T � ' After Recording.return to:, . PRIVATE DRAINAGE E�SEMENT COVENANT For a valuable consideration, receipt of whick� is hereby acl�zowledged, the Gx.�rrroR�s}, ." , the owner(s) izi fee of that certain pa�cel of land, described as fallows: �-Q.�. ,�IG��.�- A-. � � , hereby grants and conveys a drainage easement covenant (as show� qn the attached�xhibit "A") for the purpose of canveying or storing storm and surface water per an engineering plan to King County, a po�itica!subdivision of the 5tate of Washir�gton, for the project known as: v ►��µ��5 � }S , tagether wifh the right �or King County to enter said drainage easement covenant for the , t purpose of observing that the ovv�er(s) are properly operating and maintaini.ng the drain.age facitities contained within. The ov�mez(s) of said parcel aze responsible for operating,maintaining and repairuig the drai�age facilities contained wittzin said drainage easement covenant, and axe�,ereby required to obtain any required permits, from th.e Y{ing County Department of Developmeat and Environmental Services such as clearing and gradi�g, prior to fillzng�piping, or cutting ar , 1998�Ci.ng County Surface Water Design Manual Private Drainage Easement Covenant Form: � Page 2 of� . . r , i „�� . �,� . . I,�'R.I�� removing vegetation(exeept for routine laridscape c�:aintenanee such�s lawn�movc�ing), in open � vegetated drainage facilities(such as swales, chatuiels, ditches,ponds, etc.), or performing any alterations or modifications to the drainage facilities, containcd within said drainag�easeznent covenazzt� � I Tho covenants herein contained shall run with the land a�n,d are binding upon the � GRANTOR(s), its heirs, and all subsequent ow�er(s) thereof, forever. 1N WITNESS THEREOF, the said GRANrOR(s) hereto have hereunto set their h.ands: �'�'ortr� 1�-c�,wc.r�nDs }�'�: 1..�-.G GRANTOR DATE ?�o� �e.►-Red �Icl 5�c� !�(o . Qlt �,�o=,, ►�� a�. � N�AME / ADDR�SS II GRANTOR DATE NAME / ADDRESS � �998 King Couaty Surf.ace WaCer Des�gn Manual Private Drain�ge Easement Covenant Form: Page 3 af 4 . • � , ^rn � n�. . .tl � STATE OF WASfiR�IGTON' , ) . COUNTY OF KING • ) SS. On ttiis date, pexsonally appeared before me: ' , to me Ia�,awn to be tb,e individuai(s} desGribed in and who executed the vvithin and foregoing.instrument and aclrnowledged that they sign.ed the same as their free and voluntary act and deed, for the uses and pv.rposes therein stated. - Given,under my hand and official seal this day o£ , 200_ NoTnRY PuleLtc in and for the State of Washington, residing at My Commission E7cpires: � STATE OF W.ASHINGTON � COIINTY OF K�NG ) Ss. On this date, personally appeared before rne: , to me known to be the indivi.dual(s) described in aAd who executed the«ithin and foregoiz�g insttument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Criven under nny hand and official seal this day of � . 200_ NOTARY PUBL�c in and for the State of Washington,residing at 1VIy Comntission Expires: ; 1998 King County Surfa.ce Water Design hianual?rivate Dra.inage Easement Coveaant Forna: Page 4 of a . � , _�_ � �.. EXH�kBIT "A" DRA�'I��kG-E E�S'�fVIENT LEG�I �E'S�R1`PTI.+�N . An easement fo.r sKorm:.d�inag�.a�nd.��{�p�tter�ances:over, under and across that portion of the :South �l.�t�-o`F�:fh�:e ��outk��t�.��rt�r of�the South.w.�st.�Quarter.of Section 29, TowrtsM�p 2'3 �Jbr�tx, '�F��l�.�gie -5 East, W:M., in King �County, Washington, lying E�ast�rly �of th+e e�ast��ly Pine .af county road, des�ribed as follows: � COMMENCING at iFre southeast comer of said subdivision, thence South 86°50'15" West along ,tfig sauth line of said subdivision, a distance of 234.35 feet,; thence North 03°09'45" West a distance of 9.55 feet to ths POINT OF BEGINNING; thenae �ivrth 05°Q6'3�"��East a distance of 96.50 feet; thence North 84°53'2T' West�� dPst�tt�Ee of 22:51 feet; 'ChenCe North 09°59'04" East.a d9stance of 16.56 feet to the b�g.inning af� a tar�gent c�cve .to the left havirtg a radius of 80.00 feet; thence �i�arth.a�esterly :alAng the a:rc of said curve thro:ugh a central angle of 36°17'52" for an arc I�ng�h of .50;68 feet to a point of tan�ency; thence Nortl� 26°18'48" Wsst a disrt�nce -o:f 10:.65 fe�et to the ea;sterly macgin of 103rd Place SE (Carr Roat��);'�tk�ence Sot�tF� 1�°34''5;6N Vtlest along said easterfy .margin a distance of 42.27>fe�t tb a.,poir��on a non=ta�ngertt curve to the:r.��ht from which the center bears So�th.8�1'57'57"1�Uest&5.,36•fset distant; thence Southerly along the arc of said culve thro�gh a central `ang�e of 19°22'19" for an arc le�gth .of 18.72 feet to a.point af:ta�rg.ency� t#�eRc9 Sb:lath 14°20'16" West.a distance of 112.1 b feet; thenee.-Saw#�.8�4"�3'2T'`�s�si��d.Pstance of 65.06 feet�to•th.e POI NT OF B'EG(NNING. WRITTEN BY��.�''�- C, �, CHECKED BY C� O'" og w � �� PROOFED 6 � � �o .p� 30435�p �� GROUF FUUR, INC. '�s� °� J� 16030 JUANITA WOOOINV1tLE WAY NE �N�ILlANfls BO7HELL,WA 98011 (425) 775-A581 EXPIRES= 6/O5 Lq�� (206) 362-4Y44 Z-4 -O� PAC.��E 1 OF 1 P:�ProJecffi101�515�docuhtelltsrLaL-EASNlTSD-0204U3:doc ' n � � �ono � n�� ,� ,�, . , ��.. , _ .. , '�'�'�!H��t ��g�� G�F�i�-�JT�A`,�,:�fC=AL [��E�I'PTI�7h1 PARCEL A The South Half of the So,�rih H��f of the Southwest Quarter of the Southwest Qusrter of Sec�i�n 29, Tov��hip 23 North, 'Range 5 East, W.M., in King County, Washingt�on, ly�ng EasterJy-:of tfte��5ter�y.li��v of county road; EXCEPT the North 100 fe�t the.re�f; and EXCEPT the South 1-2��fe�t=;thereaf. PARCEL B The South 120 feet of ihe South half of the South Half of the Southwest Quarter of the Southwe.st Qu��er lyin,g East�erl�r of�h;e easterly right of way line of cor�nty road; of Section 29, Tofwnship 2� hJ;or#Yi, °R��g� •5 East, W:M,, in King County, Wa�hington, PARCEL C The North 100 feet of that portiort of the South Half of the South 'Half of the Southwest Quarter of fik�e Southw.est �i�a?ter of Section 29, Township 23 i�lorth, Range 5 East, 1N.:M., in,�r�g�Co.u�ty:,tAFashingt�on, lying East of county road; � PARCEL D That portion of the N.orth Half of the Soutb Hal.f of the Southwest (�uarter af the Southwest Quarter of Sect'ron 29, Tow�sMip 23 North, Range 5 Esst, W:M., in King County, Wash{ngt�on, Iying East of I,G, C�rr R�vision Road as conveyed by deed recorded �nder�CirYg��.�punt�fi�eco�rdirjg:��, 1597513. -� G. � O�og w �A� GROUN f=OUR, INC. � 16030 JUANITA WOODINVILLE WAY Nf BOTHELL,WA 98011 (425) �75-4581 �., (206� 362-4f44 �'Q ,Q 30435 '�, �CtS'I'E�� J S��AL LAN�SO ExPIRE3: 6/05� � Z--4 - 03 � � PAG�-�.1 QF 1 P:�Pro�ectsl�l-45�sldocumerns�LG L�G.RNT=020403:doc ' i � �nnn n�i �� ,,. , ,,,.,... , _ ., . � �� T � �� iru � uvuc r � o , 9T4f—TO�O�I Hp! ,, ,, ` T 8p' Y�:r�, � �a wua�as { � „exl� P(�',� * 1,�-r�lnoffl . za�—a�(�a►) ,xas�t�sv� . �.n�rio�� ,�� { _�� S•+,H'.�V'I��]'+�IH '��L►,SIA �.,��'�-;��v.� OBODT �u��s��. :��t� ��;.5�: '��1 `?,T��.�` dI�:.O�� ! 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Vista Highlands Technical Information Report Job No. O1-4515 TIR Section X Maintenance and Operations Manual GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE ', Bothell,WA 98011 '� APPENDIX A MAINfEAIANCE STANDARDS FOR PRNATII.Y MAINI'AIIVED DRAINAGE FACII.TTiF.S NO.3-CLOSED DETENTION SYSTEMS(PIPESlTANKS) Mair►tenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Perfonned Storage Area Plugged Air Vents One-half of the cross section of a veM is blodced at Ve�free of debris and any poiM with debris and sedment sediment _ Debris and Aocurrwlated se�ment depth exceeds 1096 of ttie E1q sedirnent and deb►is Sed'unent diameter oi the storage area for Yz length af storage removed from storage area. vauR or any point depth exoeeds 15%of diameter. � Example:72-inch staage tank would require deaning when�ment reacfies depth of 7 inches for more than Ys length of tarilc Joints Between My cradc albwing material to be trar�.sported into All joint between tank/pipe I Tank/Pipe Section faciGty sections are sealed Tank Pipe Bent My part of tanWppe is bent out of shape more than Tank/pipe repaired or replaced put of Shape 1096 of iCs design shape to design. Manhole Cover Not in Place Cover is missing or only parUally in place.Any open Manhole is dosed. manhole requires maiMenance. Lodcing Mechanism carnot be opened by one maintenance Mec�arusrn opens with proper Mechanism Not person with proper tools.Bolts into frame have less tools. Worldny than le inch of thread(may not apply w self-loddng �ids.) Cover Difficult to One maintenance person cannot remove lid after Cover can be removed and Remove applyirg 801bs of tift. Intertt is�keep cover fi-om reinstalled by one maintenance seaing off access m maiMenance. person. i Ladder Rungs King County Safety O(fice and/or maintenance person Ladder meets design standards I Unsate judges that ladder is unsafe due to missing rungs, a119ws maiMenance person safe misalignment.n�st.or cxadcs. access. Catch Basins See'Catdi Basins'Standards No.5 See'Catch Basins"Standards No.5 1998 Surface Water Desi�Manual 9/1/98 A-3 �- - � I� I APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAIIVTAINED DRAINAGE FAQLTTIES NO.4-CONTROL STRUCTURFJFLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When .�� ' Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trast�and debris removed. (Indudes Sed'unent) orifice plate is less than 1-1�2 feet SUuctural Damage SUucture is not secureiy attached to manhole wall Structure securety atiached to and outlet pipe strudure should support at least wall and outlet pipe. 1,000 Ibs of up or down pressure. Strtxxure is not in upright position(allow up to Structure in correct position. ,o%trar►aumb>- Connections to oudet pipe are not watertight and Connections to outtet pipe are show signs of rust. water tigh�structure repaired or replaoed and worics as designed. Any holes—other than designed holes—m the Structure has no holes other structure. than designed holes. , Cleanout Gate Damaged or Missing Cleanout gate is not watertigM or is missing. Gate is waterti�t and works as designed. Gate cannot be moved up and down by one Gate moves up and down easity maintenance person. and is watertight. Chain leafing to gaUe is missing or damaged. Chain is in ptace and works as designed. Gate is nuted over 50%of its surface area. Gate is repaired or replaced to meet desgn standards.. Orifice Plate Damaged or Mssing Control device is not waking properly due to Plate is in place and wo�ics as °�� missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions bloc{ting the plate. arxl�worics as designed. Overflow Pipe Obstructions My trash w debris blocking(or having the Pipe is free of all obstructions potential of bbddng)the overfbw pipe. and w�o�fcs as designed. Manhole See'Gosed Dete�tion Systems'Standards No.3 See"Cbsed DetenUon Systems' Standards No.3 Catch Basin See`Catch Basins"Starxiards No.5 See'Catch Basins'Standards No.5 ' .-� 9/1/98 1998 Surfaoe Water Design Manual A-4 APPENDIX A MAINN'IEENANCE SfANDARDS FOR PRIVATELY MAINTAINED DRAIIVAGE FACII.ITIES NO.5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results E�ected When Component Malntenance is performed � General Trash 8 Debris Trash or debris of more tlian 1/2 cubic foot which is No Trash or debris located I� (Indudes SedimeM) located imme�atety in front of the catch basin immediately in front of catch i opening or is blocking capacit}r of the basin by basin operung. �, more than 109'a ' Trash or debris m the basin that exceeds 1/3 the No trash or debris in the cabch II r ) depth from fhe bottom of basin to invert the lowest basin. ' pipe irrto or out of the basin. Trash or debris in any iNet or ovtlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height trash or debris. Dead arwnals or vegetation that cot�d generate No dead anirnals or vegetation odors that could cause complaints or dangerous presentwithin the catch basin. gases(e.g.,melhane). Deposits of garbage exceedng 1 c�bic foot in No oondition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider tt►an 1/4 inch(intent is to make sure cracks. alI material is n�ning into basin). Frame not sitting flush on top slab,i.e_,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 112 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil partides entering catch basin design standarcJs. through cracks,or maintenance person judges that sVucture is unsound. Cradcs wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of arry iNeU outlet pipe or any evide�ce wide at the joint of inleUoudet of soil partides errtering catc:h basin through pipe. cracks. Se�menU Basin has settled more than 1 inch or has rotated Basin reptaoed or repaired to Misalignment mo�e tfian 2 inches out of alignment design standards. 1998 Surface Water Design Manual 911198 A-5 pppENDIX p MpINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACTLITIE,S NO.5-CATCH BASINS(CONT7NUED� Maintenance Defect Condiiions When Maintenance is Needed Results Expected When `� CompotieM � MainLenance is perfoRned Rre Hazard Presence of chemicals such as natural gas,al and No flammable chertpcals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blodcing opening � 109'a of the basin opening. to basin. Vegetation growing rc�inleVoutlet pipe joints that is No vegetation or root growth more than sa inches tall and less than six inches present. apart- Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Ca�ch Basin Cover Cover Not in P1ace' Cover is missing or only partialiy in place.My open Catch basin cover is dosed catch basin requires maintenance. _ Locking Mechanism Mechanism carnot be opened by on maintenance Mechanism c�pens with proper Not Working person with proper tools.Bolts into frame have less toors. than 1/2 inch of thread. Cover Difficutt to One maiMenance person cannot rerrave lid after Cover can be removed by one Remove applying 80�s.of fif�inteM is keep cover from maiMenance person. sealing off access 4o maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing n��gs,misaGgnment, Ladder meets design standards Unsafe rost,cracks,or sharp edges. and allows maintenance person • safe access. Metal Grates Grate with opening wider than 7/8 ir►ch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocldng more than 20qo of Grate free of trash and debris. �.� grate surface. _-- Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO. 6 DEBRIS BARRIERS(E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results E�ected When Components Maintenance is Pertormed. General Trash and Debris Trash or debris that is plugging more than 2096 of Barrier dear to receive capaaty the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no beruis more Bars. than 3/4 indt. Bars are missing or entire barrier missing. Bars in place accorcbng to desic,�n. Bars are loose and rust is causing 509'o deterioration Repair or replace barrie�to � to any paR of bartier. design standards. �� 9/1/98 1998 Sudace Water Design Manual A-6 APPENDIX A MAIIIIENANCE SfANDARDS FOR PRIVATII.Y MAINTAINED DRAINAGE FACII.TITES NO.7-ENERGY DISSlPATERS Maintenance Defect Conditions When Matntenance is Needed Results Expected When Components Maintenance is Performed. Extemal: • Rodc Pad Missing or Moved Only one layer of rodc exists above native sol in Replace rocics to design Rock area five square feet or larger,or arry expos�e of standards. native sa1. Dispersion Trench Pipe Plugged with Aa;um�ated sediment that exceeds 20'�oE the Pipe deaned/flushed so that it Sedmerrt desgn depth. maiches design. Not Disd�argir►g Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along tre�ch(nomial conc5tion rebuitt to standards. is a`sheet flov�'of vrater along trench).Intent is to prevent erosion damage. Perforations Over 1!2 ot perforations in pipe are plugged with Ctean or replace pertorated pipe. Plugged. debris and�ment. Water Flows Out Maintenance person observes water flowing out Facility must be rebuitt or Top of'DistribuDo�' during arry storm less than the design storm or its redesigned to standards. Catch Basin. causing or appears lik�r to oause damage. Receiving Area Water in receiving area is causing or has potential No danger of landslides. Over-Saturated of causing landslide problems. Intemal: Manhole/Chamber Wom w Damaged Stnicture dissipating flow deteriorates to 1/2 or Replaoe structure to design Post Baffles,Side original size or any conceMrated wom spot standards. of Chamber exceeding one square foot which would make structure unsound. Othe�Defects See'Catch Basins'Standard No.5 See`Catch Basins'Standard No. 5 1998 Surface Water Design Manual 9/1/98 II A-7 APPENDIX A MAINTENANCE SfANDARDS FOR PRIVA'IELY MAINTAINED DRAINAGE FACII.ITIES NO.8-FENCING ' i Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When I Components Maintenanoe is Pertormed a' � 'v,,.-- ! Ge�eral Missing or Broken My defect in the fence that perrnits easy e�ry Parts in place to provide adequate �� Parts to a faciGty. security. � Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that �I inches wide permitting an ope�ing under a exceeds 4 inches in height � fence. Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to witliin 1-1/2 inches. Top rails bent more than 6 ir�ches. Top ra�free of bends greater than 1 inch. Any part of fence(nduding post,top rails.and Fenoe is a6gned and meets design fabric)more than t foot out of design alignment standards. Missing or loose tension wire. Tension wire in place and hol�ng fabric.. Missing or loose barbed wire lhat is sagging Barbed wire in place witli less than more than 2-irL inches between posts. 3/4 inch sag between post Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 1{2 indtes. bends larger tttan 3/4 irx:h. Deteriorated Paint or Part or parts that have a rusting or scali�g Structurally adequate posts or Protective Coating condition ihat has affeded struciural adequacy. parts with a unifortn protective coating. Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameter baN co�d fit through. NO.9-GATES � Maintenance Defect Conditions When Maintenance is Needed Results E�ecbed When Componeot Maintenance is Performed General Damaged or Missing Missing gate or locking devices. Gates and Locldng devices in Members place. Broken or missing hinges such that gate cannot Hirx,�es intact and lubed.Gate is be easily opened and Gosed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design aligrunent Missing stretcher bar,stretcher bands,arxi ties. StreLdier bar,bands and ties in place. Openings in Fabric See'Fenang'Standard No.8 See"Fenang'Standard No.8 �:� 9/1/98 1998 Surface Water Design Manual A-8 APPENDIX A MAINTFNAN(�STANDARDS FOR PRIVATELY MAINTAINm DRAINAGE FACIIITIE.S N0. 10-CONVEYANCE SYSTEMS(PIPES&DITCHES) Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Component Maintenance is Performed Pipes SedimeM 8 Debris Accumulated sed�me�t that exceeds 20%of the Pipe deaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that red�es free movemeM of water All vegetation removed so water ttuough pipes. flows freely through pipes. Damaged Protective ooating is damaged;rust is causing Pipe repaired or replaced. rrare than 509'o deterioration to any part of pipe. My dent thai decreases the aoss section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris deared from square feet of d'dch and slopes. ditches. � Sediment Accumulated sedimerrt that exceeds 20%of the Ditch deaned!flushed of all desgn depth. sedimeM and debris so that it i matches design. i Vegetafion Vegetation that reduces free movement of water Water flows freely through ' Uuough ditches. ditches. Erosion Damage to See`Ponds"Standard No.1 See"Ponds"Standard No.1 ; Slopes � Roc�c lining Out of Maintenance person can see native soil beneath Replace rocks to design � Pface or Missing(If tlie rodc lining. standards. I Applicable). ', Catch Basins See"Catch Basins:Standatd No.5 See'Catch Basins"Standarcl No.5 ' Debris Barriers See"Debris Barriers'Standard No.6 See"Debris Bartiers'Standard (e.g.,Trash Radc) No.6 N0. 11 -GROUNDS(LANDSCAPING� Maintenance Defect Conditions When Maintenance Is Needed Resutts Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in tess than 5% (Nonpoisonous) area(trees and shrubs onty). of the landscaped area. Safety Hazard Any presence of poison ivy or Wher poisonous No poisonous vegehation vegetation. prese�t in landscaped area. Trash or Litter Paper,cans,bottles,fotaling more than 1 cubic foot Area dear of CRter. • within a landscaped area(trees and shrubs only)of 1,000 square feet Trees�nd Shrubs Damaged Limbs or parts of trees or shn�s that are split or Trees and shrubs with less than broken whic�affect more than 25%of the total 596 of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of IQ►ocked over. injury. Trees or stuubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequateFy supported;remove any dead or diseased trees. 1998 Surface Water Desi�Manual 9/1l98 A-9 APPENDIX A MAINTENANCE STAI�IDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILTITES N0. 12-ACCESS ROADSI EASEMENTS , Mair�tenance Defect Condition Wben Maintenance is Needed Resutts Expected When �i Component Maiotenanoe is Performed � �� General Trash anci Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which �� square feet i.e.,trash and debris would fip up could damage tires. one standards size garbage can. Blodced Roadway Debris which could damage vehide tires(glass Roadway free of deb�es which ' or metal). cou{d damage tires. , Any obstruction which reduces dearance above RoadHray overhead dear to 14 feet ' roed surface to less than 14 feet high. ' Any obstruction resficting the access to a 1 o to Obstruction removed to allow at ' 12 foot width for a distance of more than 12 feet least a 12 foot access. ' or any poiM restricting access to less than a 10 , foot width. I Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface unibmmityy smooth Mush Spots,Ruts depih arid 6 square feet in area In general,any with no evidence of settlement, surface defect which hinders or prevents potholes,rtwsh spots,or nrts. maintenance aocess. Vegetation in Road Weeds growing in the road surface that are Road surfaoe free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400- square foot area. Modular Grid Buad-up of sediment mildty contaminated with Remova!of sedimeM and disposal Pavement petrdeum hydrocarbons. in keeping with Health Departrnent recommendations for miidry coMaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of�e roadway more than 8 Shoukler free of erosion and � Ditches inches wide and 6 inches deep. matching the suRounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut m 2 inches hinder maintenance access. in height or deared in such a way as to allow mairttenance access. � 9/1198 1998 Surface�Water Design h4anual A-l0 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY h1AINTAINED DRAINAGE FACII.,TITES N0. 13-WATER G�UAUTY FACILIIIES(CONT/NUFD� D�Wetvaults � IrAaintenaoce Defect Conditiort When Mafntenance is Needed Resutts Expected VYhen Component Iilalntenance ts Pertortned Wetvault Trash/Debris Trash and debris accumulated in vautt,pipe or Trash and debris removed from Accumulation inleU outlet,('mdudes floatables and non- vault floatables). Sediment Accumulation SedimeM accumutation in vault bottom that Removal of sediment from vauft in Vault exceeds the depth of the sediment zone plus 6- inches. Damaged Pipes InIeU ouUet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover cannot be opened or removed,espeaally Pipe repaired or replaced to Damaged/Not Worldng by one person. proper working specifications. Vault Structure Vaul�Cradcs wider ihan 1/2-inch and any No cracks wider than 1/4irx;h at Damaged evidence of so0 partides entering the structure the jarrt of the inleU outlet pipe. through the cradcs,w maintenance/inspection Vauft is determined to be personnel determines that the vauR is not structurally sound. struciurally sourxl. Baffles Baffles coRoding,cracking,wa►ping and/or Repai�or replace baffles to � showi�g signs of failure as determined by speafications. maintenance/inspection staff. . Access Ladder Damage Ladder is oorroded or deteriorated,not fuictioning l.a.dder replaced or repaired ta property,missing rungs,has cradcs and/or speafications,and is safe to . misaligned. use as detertnined by inspection personnel. 1998 Surface Water Design Manual 9/1/98 � A-13 Vista Highlands Technical Information Report Job No. O 1-4515 TIR Section �Y! Appendi� GROC'P FOUR,Inc. 16030Juanita-Woodinville ��'.�v NE Bothell,WA 9R01 1 ( SW1/4, SW1/4 SEC. 29 ,TWP.23 N. ,RGE. 5 E. ,W.M. SCALE:1"=30' EX SSW/ � TOP= 328.40 /E=.31051 CTR CHANNEL RUNS /N E&' NE AND OUT SW EX CS TOPE TOP=J79 /3 /E=.376.79 /8 RCP E /E=376.67 /8 RCP NW /E=3/6 99 /8 "CMP S BASIS OF BEARINGS: KCAS ! 0 k ¢ " HOOW/RE FENCE - 12: 1 ENCE12:1 MAX. SLOPE (TYP, 2 PLACE 6"PVC DOWNSPOUT & FOOTING DRAIN TIGH1LINE 0 2.00% MIN. RH/L L ,4PART/V/E/VTS NAVD88 6"PVC WALL DRAINAGE TIGHTUNE 0 2.00% MIN. STORM CLEANOUT ELEV.=400.97 3" BRASS DISC IN THE SIDEWALK AT THE SW CORNER OF 108TH AVE. S.E. AND S.E. 176TH ST. KING CO. BM F -8A — N 0148 - /E=376:78 8- •0 NOTE: ON—SITE TOPOGRAPHY AND SITE BOUNDARY PREPARED BY DODDS ENGINEERING, INC. TOPOGRAPHY WAS SUPPLEMENTED BY GROUP FOUR, INC. FOR THE PORTIONS OF 103RD PL. S.E. THAT EXTEND PAST THE IMMEDIATE SITE FRONTAGE, AND ON—SITE TREE _LOCATIONS. EX 78 FRCP /E=315.40 '/.SPHA 12:1 M TYP, X321.22 _ROCKERY (' MAX. HEIGHTS') EX SSMH TOP= 378. 75 /E=306.27 CTR CHANNEL RUNS /N NE AND OUT Sly CFL 0378-- — FF=a311�25 _32 6"PVC WALL DRAINAGE TIGHTUNE 0 2.00% MIN. Ta S 20+00.00 4" WHITE PAINT EDGE STRIPE N PER CONCRETE SLAB (TYP, BOTH DUMPSTER AREAS) EX 55MH CB R/M 3005 STA. 38+45.00; 17.19 LT. \8 /E 282.29 W/ VANED GRATE AM 10+` 111. . R=. �, — �� 0=15 '6'56 __ z. ,c ♦�f'f:.—79LF� M 'SE 8/ BSMT 10 LFm_12"SD 312.6 6"PVC DOWNSPOUT TIGHTUNE 0 2.00% MIN. IE=291.0 HANDICAP CURB RAMP (TYP, 2 PLACES) 290— — _288-- -- — 28 284-- — 6"PVC DOWNSPOUT TIGHTUNE 0 2.00% MIN. 6"PVC WALL DRAINAGE TIGHTUNE 0 2.00% MIN. ." i• 01 4C CO o sz▪ o rrrr"4 � ®0w° Cn I rg W• , x 00M y J F,2, Lit 1'1 vi CO 10 01 tON :r a eh CV CVCO 0 q EX. /2'CMP /E=270 45 INTX. 103RD PL. SE, STA. 40+00.00= c. ACCESS ROAD, STA. 10+00.00 CB TYPE 1L Li/2, R=35.81' 1 SURFACE SHOULDER (HATCHED AREA) USING TEXTURED PAVEMENT, PAVING STONES, OR PORTLAND CEMENT CONCRETE GUY ANCHO OUTFALL ;1A STA. 43+45.34; 20'LT. W/ RIPRAP PAD DRIVEWAY ENTRANCE (20' WIDE) GRADE TO DAYLIGHT EX. 72 RCP /E=25522 OHP OHP BOLLARDS REMOVABLE (50" SPACING O.C.) NOTES: 1. SEE ARCHITECTURAL SITE PLAN FOR EXACT LOCATION AND DIMENSIONING FOR PARKING, HANDICAP MEASURES, CURBING, SIDEWALKS, ON—SITE PAVEMENT STRIPING, FENCING (AROUND DUMPSTER, VAULT, ETC.), MAILBOX UNIT, ETC. CONCRETE CANTILEVER WALL (4' MAX. HEIGHT). CONNECT TO DETENTION/WATER QUALITY VAULT SIDE WALL CB 2 1 STA. 42+20.04; 17.191T. W/ VANED GRATE 6"PVC FOOTING DRAIN TIGHTUNE 0 2.00% MIN. 5LFNfi8"SD\--__ ,sem OyP OHP_ OHP EX 55MH TOP -27236 COULD NOT OPEN BOLT STR/PPED 2. FOR CLARITY PURPOSES, THE FOOTING AND DOWNSPOUT DRAINS HAVE NOT BEEN SHOWN AROUND THE BUILDINGS. SEE ARCHITECTURAL DRAWINGS FOR THE SIZE, MATERIAL, AND LOCATION OF THESE SYSTEMS. ADDITIONALLY, THE FOOTING DRAIN HAS NOT BEEN SHOWN AROUND THE DETENTION/WATER QUALITY VAULT. SEE STRUCTURAL PLANS FOR THE SIZE, MATERIAL, AND LOCATION OF THIS SYSTEM. 3. ALL CAR PORT DOWNSPOUTS SHALL BE SPLASH BLOCKED UPON THE PROPOSED PARKING LOT. 4. WALLS IN EXCESS OF 3' IN HEIGHT SHALL HAVE A 4' (MIN.) HIGH HAND RAIL, SPLIT RAIL CEDAR FENCE, OR APPROVED ALTERNATE LOCATED ALONG THE WALLS UPPER ELEVATION. A SINGLE FENCE ALONG THE EASTERN PROPERTY LINE IS ACCEPTABLE TO ACCOMMODATE THE TIERED WALL SYSTEM. 5. ALL CATCH BASINS ARE TYPE 1 UNLESS OTHERWISE NOTED. ALL CATCH BASIN LIDS SHALL BE DEPRESSED 0.10' BELOW THE PAVEMENT LEVEL. DEPICTED CATCH BASIN TOP ELEVATIONS REFLECT THIS CONDITION. 6. FOR CLARIFICATION OF ACCEPTABLE PIPING MATERIALS, SEE SHEET C11. D.D.E.S. #A02PM003 KING COUNTY D.D.E.S. CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 Review Engineer Completion Date Senior Engineer Completion Date James H. Sanders, P.E. Approved Date Development Engineer E-4 z O U Comments SHT. C7 OF 12 JOB NO: 01-4515 SW1/4, SW1/4 SEC. 29 ;.TWP.23 N. ,RGE. 5 E. ,W.M. 40 EX CB TYPE 7 15"54 Nrie 57k. 03`' EX C-15 PAR TYENTS EX SSMH CTR CHANNEL OUT SW 104TH AVE. S.E. MAX. SLOP DRAIN 11GH1LIN X MIN. CB 7) STA. 11+55.33; 12'R EX 12 RCP CLEANO WOO ME HOUSE Hi/ SEWENT • 10. or 30' 30' 60' BASIS OF BEARINGS: KCAS jk DATUM: 'y BENCHMARK: ELEV.=400.97 3" BRASS DISC IN THE SIDEWALK AT THE SW CORNER OF 108TH AVE. S.E. AND S.E. 176TH ST. KING CO. BM F -8A NOTE: ON SITE TOPOGRAPHY AND SITE BOUNDARY PREPARED BY DODDS ENGINEERING, INC. TOPOGRAPHY WAS SUPPLEMENTED BY GROUP FOUR, INC. FOR THE PORTIONS OF 103RD PL. S.E. THAT EXTEND PAST THE IMMEDIATE SITE FRONTAGE, AND ON—SITE TREE /5=515 40 25.22 FF 22 FF (8' MAX. HEIGHT) C6 FF pRA /Z7=306227 CTR CHANNEL RUNS /N AND OUT SW 4" WHITE PAINT EDGE STRIPE 6"PVC WALL DRAINAGE TIGHTUNE 0 2.00% MIN. EX 55/1111 R/Al 311.9 7 STA. 22+79.45; 15 • WO FR CONCRETE SLAB (TYP, BOTH DUMPSTER AREAS) CB W/ VANED GRATE NOTES: EY SSW KEYSTONE WALL TYP la 4' MAX. HEIGHT Rai 5005 6NPVC WALL (50) 6"PVC DOWNSPOUT TIGHTUNE 0 2.00% MIN. DRAINAGE 2.00X MIN. _ 5""i°2"1117v-..-,f00- W/ VANED GRATE DI PLACES) 6"PVC DOWNSPOUT TIGHTUNE 0 2.00% MIN. 6"PVC WALL DRAINAGE T1GHTUNE 0 2.00% MIN. OUTFALL 1A W/ RIPRAP PAD GRADE TO DAYLIGHT INTX. 103RD PL. SE, STA. 40+00.00= ACCESS ROAD, STA. 10+00.00 CB SURFACE SHOULDER (HATCHED AREA) USING TEXTURED PAVEMENT, PAVING STONES, OR PORTLAND CEMENT CONCRETE 1. SEE ARCHITECTURAL SITE PLAN FOR EXACT LOCATION AND DIMENSIONING FOR PARKING, HANDICAP MEASURES, CURBING, SIDEWALKS, ON—SITE PAVEMENT STRIPING, FENCING (AROUND DUMPSTER, VAULT, ETC.), MAILBOX UNIT, ETC. 2. FOR CLARITY PURPOSES, THE FOOTING AND DOWNSPOUT DRAINS HAVE NOT BEEN SHOWN AROUND THE BUILDINGS. SEE ARCHITECTURAL DRAWINGS FOR THE SIZE, MATERIAL, AND LOCATION OF THESE SYSTEMS. ADDITIONALLY, THE FOOTING DRAIN HAS NOT BEEN SHOWN AROUND THE DETENTION/WATER QUALITY VAULT. SEE STRUCTURAL PLANS FOR THE SIZE, MATERIAL, AND LOCATION OF THIS SYSTEM. 3. ALL CAR PORT DOWNSPOUTS SHALL BE SPLASH BLOCKED UPON THE PROPOSED PARKING LOT. 4. WALLS IN EXCESS OF 3' IN HEIGHT SHALL H AVE A 4' (MIN.) HIGH HAND RAIL, SPLIT RAIL CEDAR FENCE, OR APPROVED ALTERNATE LOCATED ALONG THE WALLS UPPER ELEVATION. A SINGLE FENCE ALONG THE EASTERN PROPERTY LINE IS ACCEPTABLE TO ACCOMMODATE THE TIERED WALL SYSTEM. 5. ALL CATCH BASINS ARE TYPE 1 UNLESS OTHERWISE NOTED. ALL CATCH BASIN LIDS SHALL BE DEPRESSED 0.10' BELOW THE PAVEMENT LEVEL. DEPICTED CATCH BASIN TOP ELEVATIONS REFLECT THIS CONDITION. 6. FOR CLARIFICATION OF ACCEPTABLE PIPING MATERIALS, SEE SHEET C11. DRIVEWA ENTRANCE avp ONP REMOVABLE NP (48 ) 6"PVC WALL DRAINAGE 11GHTUNE 0 2.00% MIN. t W/ VANED GRATE 6"PVC FOOTING DRAIN TIGHTUNE 0 2.00% MIN. CONCRETE CANTILEVER WALL (4' MAX. HEIGHT). CONNECT TO DETENTION/WATER QUAUTY VAULT SIDE WALL CB 1 W/ VANED GRATE SHP EX SSW/ COULD A/0,' OPEN BOLT SW/PPE° • CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 • KING COUNTY D.D.E.S. Review Engineer Senior Engineer James H. Sanders, P.E. Development Engineer Comments Completion Date Completion Date Approved Date 41 co i I pa co -il IL:4 ''"'y,C\I 8 0 i. i hEl ..4, ,_,(:).4 P, . 0 , i )......) b.„ 2 2 1 o Cs N co to 0 68 WASHINGTON SHT. C7 OF 12 JOB NO: 01-4515 SW1/4, SW1/4 SEC. 29 ,TWP.23 N. ,RGE. 5 E. ,W.M.;. EX C8 TYPE 7 TOP=519.75 /E=576.79 75;FCP E /E=5/6.67 .75';;')CP NM' /E=516.99 /8 "CMP S EX 55MH f TOP=,328.40 /E=,370.31 CTR CHANNEL RUNS /N E & NE AND OUT SW • 4 ` HO6W'/RE FENCE :HP, 1111 _ S wwwwwww • ,4P4A 7?WENTS 57)CLEARING LIMITS ITS /E=516.78 fi :w NOWVIAMM.FWyP+M W WWWWWW�w,fiF�+w.-•�►�7s00 - -- . IOWA WWWWW :=4 ve4110 411111•M UP V' ��rJ��►-U BASIS OF BEARINGS: KCAS EX 78 RCP /E=575.40 NAVD88 ELEV.=400.97 3" BRASS DISC IN THE SIDEWALK AT THE SW CORNER OF 108TH AVE. S.E. AND S.E. 176TH ST. KING CO. BM F -8A EX SSMH TOP= 375 75 /E=506.27 CTR CHANNEL \ RUNS /N NE AND OUT SM' NOTE: ON-SITE TOPOGRAPHY AND SITE BOUNDARY PREPARED BY DODDS ENGINEERING, INC. TOPOGRAPHY WAS SUPPLEMENTED BY GROUP FOUR, INC. FOR THE PORTIONS OF 103RD PL. S.E. THAT EXTEND PAST THE IMMEDIATE SITE FRONTAGE, AND ON-SITE TREE LOCATIONS. REMOVE & DISPOSE OF EX. 12" CULVERT Mt MN Mt ■ite r,i.rrw..t.w all n.lir ,wrr-.. r'i�r w. iw i�.r-- +n.nrrr.yet r CHECK DAM (TYP) EX. 55MH R//k/ 500.5 28229 CONSTRUCTION ENTRANCE SEDIMENT TRAP (UTILIZE _DETENTION; WATER QUAUTY VAULT) EX /2 "CMP /E=27043 GUY ANCHOR TEMPORARY DITH OHP OHP---- _ TEMPORARY 16LFN12"SD 0 28.13 PERFORATED STANDPIPE SILT FENCE (TYP) EX SSMH TOP -272.x6" COULD NOT OPEN POUT STR/PPED REMOVE & DISPOSE OF EX. 12" CULVERT LEGEND NOTES: —465 SD— SS- iii iii — 4"GAS — EXISTING CONTOUR EXISTING STORM DRAINAGE EXISTING SANITARY SEWER EXISTING WATER/SIZE EXISTING EDGE OF PAVEMENT EXISTING GAS/SIZE EXISTING CB, TYPE 1 EXISTING CB, TYPE 2 EXISTING SSMH EX. WATER VALVE EX. HYDRANT EX. UTILITY POLE WITH GUY. EX. TELEPHONE VAULT EX. GAS VALVE "ERRS EX. DECIDUOUS TREE/SIZE 1. PERMISSION FOR NECESSARY OFF-SITE DEMOLITION SHALL BE OBTAINED PRIOR TO CONSTRUCTION. ALL EXISTING ON-SITE STRUCTURES (BUILDINGS, DRIVEWAYS, WALLS, FENCES, ETC.) ARE TO BE DEMOLISHED AND DISPOSED. 2. OVERHEAD POWER SHALL BE RELOCATED BY PUGET SOUND ENERGY AS REQUIRED. D.D.E.S. #A02PM003 KING COUNTY D.D.E.S. EX. CONFEROUS TREE/SIZE PROPOSED ROCKERY PROPOSED KEYSTONE WALL Review Engineer Completion Date Senior Engineer Completion Date James H. Sanders, P.E. Approved Date Development Engineer Comments SHT. C3 OF 12 JOB NO: 01-4515