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Home My WebLink About03193 - Technical Information Report �� Core Design,Inc. CORE 14711 N.E 29th PI«e Suite #101 � Bellevue,Woshinglon 98007 \ i DESIGN � �/ 425.885J877 Fax 425.885.7963 � � `' / ' I �' i , , TECHNICAL INFORMATION REPORT (T.I.R.) FOR EVENDELL KING COUNTY, WASHINGTON i �E�C"h�ris-�t��"�t -y[y :•��'� �Z` \ f � � � �/ c `�.. �G�� '�� ./ "� ��/��s I � j ;�`� oF �'�y�n�`J "d� I � ��` = s"i I � `�' � ' �� i I � I i i ,�y � Prepared b��: Gina R. Brooks, P.E. ,� r a o we� � Date: Apri12004 S£�rstL��a`" Revised: July 2004 "�`L�'� Core No.: 04009 ��;��; 2-�0- OS -7-a,1-O4 ENGINEERING PLANNING SURVEYING 3i93 �� Core Design,Inc. CORE 1d711 N E 291h Place Suite #]01 Bellewe,Washingion 98007 � DESIGN 425.885.7877 Fax 425.885.7963 RECEIVED o r.� � � «�4 KING COUNTY LAND USE SERVICES TECHNICAL INFORMATION REPORT (T.I.R.) FOR EVENDELL KING COUNTY, �'ASHINGTON ��-`�Md —� �� - /�g�G�s .. �I � �' A�� . ��n v � ��J' p4 r`"'�.`H,;\D !r'� � ti' `�' � �y�� \• �� j � J c .� � j 9 `�_l Prepared by: Gina R. Brooks, P.E. . r s o �r : Date: Apri12004 ��rsTL�`� �a� _ Revised: Jul,y 2004 S Nr�L ENG Core No.: 04009 Fxa�:;��s 2-�0- OS -7-o�-1-O4 - � .. 1 . - h' � .. . � �� .. - _ _ -. C , , .. .. EVENDELL TABLE OF CONTENTS 1 . Project Overvie��- 2. C'onditions and Requirements Summary 3. Off-Site Analysis 4. Flow Control and Water Quality Facility Analysis and Design 5. Conveyance System Analysis and Design 6. Special Reports and Studies 7. Other Permits 8. ESC Analysis and Design 9. Bond Quantities, Facility Summaries, and Declaration of Covenant lO.Operations and Maintenance Manual � - i l. PROJF.CT OVER�'IE��: Evendell is located bet�vicell 156'�' ��enue SE and 160��' Avenue SE on the south side of the unimproved ROW of SE 136`� Street �tirithin Section 14, Township 23N, Range �E in King County, Washington. See attached ��icinity map. The 13.8-acre property is currently occupied by t�vo single-family residences with associated outbuildings. Existing ground cover consists of a combination of forest, pasture, lawn, and lan�lscapiilg. A��etland is also located at the northeast corner of the site. A boundary line adjustment ��ill be co�npleted to except one existing residence located along 1�6`h Avenue SE. The second residence will be included �;-itliin a proposed lot within the development. Proposed development of the property will include the demolition of all structures on the property except for the etcepted residence and the house ��ithin proposed Lot 52 and construction of 70 proposed single-family lots, 69 ne«- and 1 existing residence lot, along ��ith associated open space, roadway and utilities. Along with site improvements, an 8' wide shoulder will be added to 160�h Avenue SE and SE 136`h Street will be constructed through the existing unimproved ROW along the property's frontage. A drainage basin ridge runs through the property separating the onsite �irainage into t��o drainage basins. On-site generated runoff�vill be directed to one of tu�o detention/water quality facilities. A small amount of upstream area is tributary to the eastern portion of the site and��ill be routed through the detention/�vater quality facility. Level 2 Flo�� Control will be utilized for the East Basin along with downstream improvements. Level 3 Flow Control will be utilized for the West Basin. Both basi�ls��ill be treating the drainagc ��ith Basic `�'ater Quality Treatmeilt. King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Project Name SRT Deveinginq� r.r.r Evendell Address Location PO Box 73790 Puyallup, WA ' Township 23N � Phone Range 5E 253-539-8116 ......Section 14 Project Engineer '�'�"' � David Cavton� P.E. Company Core Desiqn, Inc. Address/Phone 1 471 1 NE 29th P1, S e 1 01 , Bellevue, WA 425-885-787 , Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APFLICATION X Subdivison DFW HPA Shoreline Management Short Subdivision COE 404 Rockery Grading DOE Dam Safety Structural Vaults Commercial FEMA Floodplain Other Other COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Newcastle Drainage Basin Lower Cedar River Part 6' SITE CHARACTERISTICS River Floodplain Wetlands X Stream Seeps/Springs Critical Stream Reach High Groundwater Table Depressions/Swales Groundwater Recharge Lake Other Steep Slopes Part 7 SDILS Soil Type Slopes Erosion Potential Erosive Velcoties Alderwood (AGC) 6-15$ Moderate Additional Sheets Attached Part 8 DEVELOPMENT LIMlTATIONS REFERENCE LIMITATfONlSITE CONSTRAINT Ch. 4-Downstream Analysis Additionat Sheets Attached Part 9 'ESC REQUIREMENTS MINIMUM ESC RECIUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Sedimentation Facilities Stabilize Exposed Surface Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities Perimeter Runoff Control Clean and Remove All Silt and Debris Clearing and Graing Restrictions Ensure Operation of Permanent Facilities ', Cover Practices Flag Limits of SAO and open space �'� Construction Sequence preservation areas Other Other Part 10 SURFACE WATER SYSTEM � Grass Lined Tank Infiltration Method of Analysis Channel SBUH Vault Depression , Pipe System Compensation/Mitigati Energy Dissapator Flow Dispersal on of Eliminated Site Open Channel Nletland Waiver Storage Dry Pond Stream Regional , Wet Pond Detention Brief Description of System Operation Developed drainaqe collected in pipe I� /catchbasin system and treated in detention/water quality I Faciiity Related Site Limitations facilities on-site. I Reference Facility Limitation i I Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS � Cast in Place Vault rainage Easement I Retaining Wall Access Easement Rockery.> 4' High Native Growth Protection Easement Structural on Steep Slope Tract Other Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Q�� Z��O Si ned/Date NE 4TH ST SE 128TH ST w � w w � w > � Q � � a a co = � � � � o SITE `� SE 137TH �-� SE 38TH ., SE 139TH ST N`, SE 141ST ST 1�,L�0 SE 142ND ST SF- SE 143RD ST Q� SE 144TH ST Q�' �� 1 6 9 '��' � �� Q rn ✓�NFs RENTpN ,`_'' � 'QD MAPCE �AL�Ey RD. !//C/N/TYMAP N ` ;:.5,. r.:_: _ ,. . . �i `. ` ,}t ,' �'t '� �� ' . 1 �^ i <z4 � �s 1 ; ; , „_, .. , ...... 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IC AS ,II, � i• , �� , . 0 .r�A �. � � c` � � ii u '\ �d� i . 1 i � u •�i�wa.. n Aj�� .h' 1l " p �� _� _ '•i� I � = I n Itidie�Cal Mine ----_ _ I • � I �° r�p ' �i� ----- ---- — -- ----�--�-- ------ —+— ---------- ------------ ------ --------- bandGned) �- µ-- ------- -----e- ._1 _. ,_ . :\,` 1 � •� � � �i - �--=-A-•----_-- -•-�- -�---____•-BMb"--��496 � \`�� , ` I ;i . ft I � . `��' � _" -- - - �__, �� .�. j '� •[ t � - '�' °_' ----�__ -- __.�a�---.__,__ � '� � . • 1 j (� ' u _,_ •�r__, ----e_ PIPELINE •[ . �� + � AFF � --�._,�__-e- �e- :_=--a-------s--�----- • . .� � - �' , � �� e �� - °--- -°_ - -- J --- ----•---�--•----•--�-- - i �l i • „ � ��- •---- •---- ' ----- - - - �� „ i '-'`_--•----:_'_;_- -- -- 1 � _ . _. -- • ..-s==-: � ��_�'�ire KingCoal Mine , � '7��' i ag �``.1 L 2 p�� A�t Y _�`\(Abandoned) � 'Tank ItING COUNTY a92 t �,= � � I �`, SOIL SURVEY \\ � i ��, Q i � F,VENDELL o '� ' ' '� { .�'�Qo � �— � � \ °.,.; ('ORE PROJECT NO. 0�009 � �� . . 2. CONDITIONS AND REQUIREMENTS SU1��I1�-IARY: Listed below are the Hearing Examiner's Conditions. The postmaster approval is included in Section 6 of this report. Attached at the end of this section is an email bet��reen Kurt Wilson (developer) and Corey Thomas (City of Renton Fire) regarding the emergency access cable and/or chain gate option, a copy of the SWM Adjustment L02V0024, and a copy of the title report regarding drainage easement. The preliminary plat revision of Evendell, as received October l, 2003, is APPROVED, subject to the follo��ing conditions for final plat approval: l. Compliance with all platting provisions of Title 19 of the King County Code. To be address during final plat. 2. All persons having an ownership interest in the subject property shall sign on the face of the final plat a dedication which includes the language set forth in King County Council Motion No. 5952. To be address da�ring final plat. 3. a. The plat shall comply�vith the maximum density(and minimum density) requirements of the R-4 zone classification. All lots shall meet the minimum dimensional requirements of the R-6 zone classification or shall be as shown on the face of the approved preliminary plat, whichever is larger, except that minor revisions to the plat which do not result in substantial changes may be approved at the discretion of the Department of Development and Environmental Ser�7ces. To be address dasring final plat. ' b. The Applicant shall provide transfer of density credit documentation to DDES prior I' to final approval to allow transfer of a maximum of 20 densih� credits to achieve a maximum of 701ots on the subject property. To be address duringfnal plat. 4. All construction and upgrading of public and pri�-ate roads sha11 be done in accordance with the King County Road Standards established and adopted by Ordinance No. ll 18?, as amended (1993 KCRSI. stll�ject to am- �°ariances that may be a}�prrn ed hv the i�in�� County Road Engineer. Cor�st�n+ction of ihe roads coil�l�r'�� ,�.�;r1� h�(�RS'_ .ti�� i�r��r (�1 ��' �n1�! (�� _�1 �,��rh�� i,�il j-J�r�r ��t r;,�� !'f�,l�j��'<'f1Ull� �111i1;7�Il�t'!lr�7�I (it'�1;�11- 5. A Boundary Line Adjustment(BLA) shall be completed prior to final plat approva] to except from the plat that portion of the 200 (approximate)feet on the far west that is not part of the proposed plat. Documentation demonstrating the resolution of boundary issues ��ith the property to the south (Nichols Place) also shall be provided to DDES. To be crddress during f�tal plat. 6. The Applicant must obtain the approval from the King County Fire Protection Engineer far the adequacy of the fire hydrant, �vater main, and fire flow standards of Chapter 17.08 of the King County Code. Joint Use Development Tract H as shown on the plat will provide access to Lots 28 and 29. Additionally, it is a future emergency vehicle access tract to and from 160"'Avenue SE, which the Applicant proposes to create in response to concerns raised by the City of Renton. The Applicant shall include proposed protocols for the construction and maintenance of Tract H,plus any related plat notes, with its engineering plans submittal, meeting the following standards: The emergency vehicle access to 160`h Avenue SE shall have a minimum driving surface width of 20 feet,with an all-��eather surface capable of supporting 25 tons. Any locking device shall be approved by the Renton Fire Department(KCFD#25). Chains, cable or bollards will not be permitted. The gate shall be located at least SO feet from 160�` Avenue SE to allow space for fire apparatus to stop while opening the gate ar to wait before entering the public roadway. If these conditions are not met any future residence constructed on Lots 28 and 29 will have to be sprinklered NFPA 13D. These requirements concerning adequate fire and emergency access may be modified in a manner approved by the King County Fire Protection Engineer and King County Fire District no. 25. Approval of the�re hydrant placement is attached on the following page. See sheet C1.02 of the civil plan set for Tract H r•oad section. 77ie Rerzton Fire Department is okay with a cable or chain within the emergency vehicle access per the attached email locatecl at the end of this � section. Also the cable or chain can be located SO'frorn the edge of the driving lane on 160`�' or 61 'fi-om the center•line of 160r'`. _ - - � SE 1/4 SEC. 14, TVYP. 23 N., RGE. 5 E., W.M. � � �n i �;. . . ..'.n ._` ., i � I� k -_ u. 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(sc �zsn+sr.)��eni�� '� ' , - .-- -- --------�� -- -__ �, � o se(a�r a�-�eovrav Prf issz) _._.___ . __.. .. __ _ __ _ . ___., _ - -- -- --- - ---- L_ ' ' ` � Etev=�s�.n(�.rse��,�ies) � -- --i srA 9fes,.iier - -- __. . �_ -- -- -_ 1 I � WATER DISTRICT N0.90 ��Y,� ,,% ; ,�BXB•�r�� - _ _ _.__ - - _ _ _ , . ��re a�erc�su�v�nvc � ��aacavc�� o.�►`wu�',.� .WPROVED dVG BA'/NDARY t478'flfD BY CYAPF —"�� ae.'� 4A�p. � 147I 7 NF 29N�Plocs SW�e)Ol CONSTRUCTION Df3lCN/NC. � �Ky asib.�,wo.n+�¢�«� seoo� �RAW I NGS: DATE: + ��•��W�� b� _ `� i,,,�•g1 pW p F-�,uy . t J i 4?5.8957877 Fax 425.885J963 cr�ecaxwc '�;•:��,'S'E4E�\� �DESfGN NOTE•Q�4TIX/R BqAYOARY,MP7 � ' fsh'�qiu t�, ��'�`��-`�' � ENGINEERING • PLAMNING • SURYEYING PWOt4Dl�0 BYORYCO St.Wb£JLVG/MG , r.,e�—� � o BOC/NDARY�R�kD BY CLW£DESMY MG' �\� � z � PfL�09C6 01 7. Final plat approval shall require full compliance with the drainage provisions set forth in King County Code 9.04. Compliance may result in reducing the number and/or location of lots as shown on the preliminary approved plat. Preliminary review has identified the following conditions of approval «rhich represent portions of the drainage requireme�lts. All other applicable requirements in KCC 9.04 and the Surface Water Design '�Iamial (S��'DM)must also be satisfied during engineering and final revie�v. a. Drainage plans and analysis shall comply with the 1998 King County Surface �Vater Design Manual and applicable updates adopted by King County. DDES approval of the drainage and road��-ay plans is required prior to any construction. Dr-ainage facilities and analysis comply with the 1998 KCSWDM. See slreets C4.01, C4.?1, C4.2?, C4.31, G4.32, C'4.33 o t1�e civil plan set for storm drainage design arrd T.I.R.for storm drainage mialysis. b. Current standard plan notes and ESC notes, as established by DDES Engineering Review, shall be sho��-n on the engineering plans. Plan ftotes are no sheets C1.02, C2.01, C3.31, and C�.33 of tlie civil j�lurr set. c. The following note shall be shown on the final recorded plat: "All building downspouts, footing drains, and drains from all impervious surfaces such as patios and driveways shall be connected to the permanent storm drain outlet as shown on the approved construction drawings# on file with DDES and/or the King County Department of Transportation. This plan shall be submitted ��ith the application of any building permit. All connections of the drains must be constructed and approved prior to the final building inspection approval. For those lots that are designated for individual ]ot infiltration systems, the systems shall be constructed at the time of the building permit and shall comply with plans on file." To be ctrldr•ess during frnal plat. d. The stormwater detention design shall comply with the Level 2 or Level 3 Flow Control requirements, as applicable,per the 1998 King County Surface Water Design Manual (KCSWDM). (See SEPA conditions in condition no. 19.) TJre 6�est Basin drainage facility was sized usirag Level 3 Flow Control. The East Bcasin drai�rage facility was sized using Level 2 Flow Control. See T.LR.for detention analvsis. e. The storm water control facility shall be located in a separate tract and dedicated to King County unless portions of the drainage tract are used for required recreation space in accordance with KCC 21A.14.180. "lhe ivetvnult for the ti�'est Basin is located in a sepur�tt� tract Icrbeled "Tract ,�r". ThE ivetpond for the East Basin is located iri a separate t�-act labc�lerl ""I'r�uct M". Tliese tractt lt�ill be dedicate�l t�Kirr�; C'oinrtv dirr•i�rg f�ial�l�rt. �. Drainage adjustment L02V0024 is approved for this project. All con�iitions ��f approval for this adjustment shall be met upon submittal of the engineering plans. All conclitions reqa�irecl fo�•the adjustr�ient have been addressed. See the erad o/�1his scction for a copy of the adjasstment. See T.LR.for detention sizing which includes limiting release rates to existing conditions plus tlze addition of a 10%factor ofsafety. See T.I.R.for calculation of water quality volumes whicla includes the site irnprovements along with frontage improvements that crf-e captured by the proposed drainage system. The tivo drainage tracts tivill be dedicated to Kif�� County during_final pl�t. SEPA con�litions hal�e bee�r ndc�r•essed per Hear�ing E.xamir�ef-'s Condition 19. 9. A drainage easement for the conveyance from the Tract N drainage facility to 156`�' :��-e SE shall be provided upon engineering plan submittal. The drainage easement is attached within the title report for tlie p�-operty. See the end of this section for the title report. 10. The following road improvements are rcquirec] to be constructed according to the 1993 King County Road Standards (KCRS): a. The internal access road from SE 136`'' Street to the beginning of the internal loop road shall be improved to the urban subcollector standard, except that portion on the west side bet�veen Lot 11 and Lot 12 is not required to be improved with a sidewalk. See sheet C1.02 of the civil plan set for tl�e 158`h Ave. SE and Portr�on of SE 137'h St. section arid sheets C4.21 mid C4.22 for road centerline prof les. b. The internal loop road shall be improved to the urban subaccess road standard ��ith side��-alks on the outside frontage of the loop road. See sheet C1.02 of the civil plan set for the Portion of SE 137r1i St., I59`h Pl. SE, SE 13g`'' St.. 1 SS'"Pl. SE section arrd sheet C4.21 for road centerline profile. c. SE 136`h Street(frontage and offsite) shall be dedicated, designed and improved in general conformance with the Preliminary Road Improvement Plan received 3/26/2002 with the Plat of Evendell: The frontage from 158`''Ave NE to 160`''Ave NE shall be improved to the urban one-half street standard. Eighteen feet of additional right-of way shall be dedicated for this improvement_ See sheet C1.02 of the civil plan set for the SE 136''' St (Bettivc c n 1�8'�'.�ve. SE m7c1 1 GU''' :9ve. SE) sectiort arz�l slzeet C4.21 for r•oad ce�aterline pr-�fle. SE 136`h Street frontage from the��est side of J.U.D.T. `A' boundary to 158"'Ave NE shall be improved to the urban neighborhood collector standard; EXCEPT that no sidewalk construction is required on the north side. T«enty feet of additional I� right-of-wa_y shall be dedicated for this improvement. See sheet G.0?of the civi/plan set for the SE 136`'' St (Bet�,•�en 1�6`�'.-li�E. SE crrrd 1.Sb'''' Ave. SE)section and sheet C4.21 for r-oad center-line profile. SE 136`'' Street from 156`�'Ave SE to J.U.D.T. `A' shall be improved to the urban neighborhood collector standard; EXCEPT that no sidewalk construction is required on the north side. Twenty-six feet of additional right-of-way shall be provided for this improvement. An additional 25-foot right-of-way radius is required at the southeast corner of 156`h Ave SE and SE 136�`Street. Striping for a second westbound lane shall be provided within the 150-foot widened section approaching ' 156th Avenue SE, in a manner to be warked out at the time of submission of engineering plans. See sheet C1.02 of the ci�°i1 plan set�of�the SF. 136`'' St (Betit�eef� 1.Sfi'`':l i�e. SF, rnid 1.i8`�' Ave. SE)section and sheet C'�.�1 Jor rorrcl r��jrterli�ie p��ufilc�. SeE:sltec�t C_i.3? for striping of SE 136`h Street. d. 160`�'Ave SE FRONTAGE: The 1 GO`''Ave SE frontage shall be improved«-ith an 8- foot paved shoulder on the west side. Adequate provisions for road drainage shall be pro�ided. See sheets C`�.DI ancl C3.31 fors{zoulder cofrstrzrction irrfor-�nation ar�d pa��enaent section. Drainage tivill be co�n�el�ed eitlrer to the h1��ass ditclr along 160`h or to the proposed drainage systenz. e. Tracts A,C,F,G,H, and I shall be improved to the joint use drive��ay standard per Section 3.01 of the KCRS. Tract A shall include an easement to King County for the maintenance of the Tract N drainage facility. Tract �1 shall be o��ned and maintained by the o�vners of Lots 1 and 2. See sheet C1.02 of the civil plan set for the Tracts A, C, F, H, &I sectioi�. Ownerslrip � and maintenance of tracts tivill be dedicated during final plat. f. Tracts B, D and E shall be improved to the private access tract standard per Section 2.09 of the KCRS. See sheet C1.02 of the civil��lan set for the Tracts B, D, &E section af�d sheet C'4.?3 for road centerline pro�les. g. The Applicant shall revise the channelization that has been constructed in conjunction�vith the plat of Highland Estates (LOOP0009). These modifications tc� the channelization shall incorporate a revision of the current proposed painted 'island'to a southbound left turn lane with at least 60 feet of storage for left turnin� vehicles to(a)encourage the use of 156th Avenue SE in lieu of 158th Avenue SE and 160th Avenue SE, and (b)mitigate the potential deficient condition that would result from southbound left turning vehicles making left turns from the southbound through lane, or using the painted island as a deceleration and refuge area while waiting for gaps in northbound traffic. Channelization and illumination plans must be submitted to King County Traffic Engineering Section for review and approval of the turn lane channelization. Modifications to the above road conditions may be considered according to the variance provisions in Section 1.08 of the KCRS. See sheet C3.32 of tlle civil plan set for the revised clianrreli�ation a�icl niodification oj the existing street lighting along 1 S6`h Ave. SE. 1 l. There shall be no direct vehicular access to or from 160`''Avenue SE from those lots which abut this street. A note to this effect shall appear on the engineering plans and final plat. To be addresse�i cluring final plat. See sl�eet C1.01 on t{�e civil plan set for u duplicate oT tJte above condition listed under "Hearing E.raminer's Conditions". 12. All utilities within proposed rights-of-way must be included «ithin a franchise approved by the King County Council prior to final plat recording. To be addressed during final plcrt. 13. 1fie Applicant or subsequent o��ner shall comply «�ith King County C�ode 1�.7�. Mitigation Payment System(N1PS),by paying the required MPS fee and administration fee as determined by the applicable fee ordinance. The Applicant has the option to either: (1)pay the MPS fee at final plat recording, or(2)pay the MPS fee at the time of building permit issuance. If the first option is chosen, the fee paid shall be the fee in effect at the time of plat application and a note shall be placed on the face of the plat that reads, "All fees required by King County Code 14.75, Mitigation Payment System (MPS),have been paid." If the second option is choscn. the fee paid shall be the anx�unt in effect as of the date ofbuildin�r permit a��plication. To be addressed detring final plrrt. 14. The proposed subdivision shall comply with the Sensiti��e Areas Code as outlined in KCC 21A.24. Preliminary plat review has identified the following specific requirements that apply to this project. All other applicable requirements from KCC 21A.24 shall also be addressed by the Applicant. i � a. This site contains a Class 2 wetland. The majority of the wetland will be protected i from alteration during and after construction, with a 50-foot wide buffer around the wetland boundary. An additional 15-foot building setback is required beyond the edge of the buffer. See sheets C3.01 and C4.01 of the civil plan set for delineation of SO'wetland basJfer and 1 S'BSBL. b. A maximum of 200 square feet of��etland will be filled for construction of SE 136th Street. Mitigation shall consist of at least 400 square feet of�vetland enhancement to degraded portions of the existing wetland. � 6�etland Mitigation plans are cirrrently under review. c. Road improvements for SE 136th Street and 160th Avenue SE will eliminate 6,989 square feet of wetland buffer. Mitigation shall consist of providing replacement buffer in the northeast portion of the site at approximately a 2:1 ratio to provide additional protection for the wetland pursuant to KCC 21A24.320B. Reduced impact will result in reduced mitigation. Ii t�tland Mitigation plans are currently under review d. The proposed sewer main�vithin the SE 136th Street right-of-way will intrude into the wetland buffer along with the road improvements. In order to protect wetland ' hydrology: (1)the sewer line shall be installed during the dry season (June through � September),and(2)the design shall incorporate the use of pipe bed dams of I bentonite or other material at intervals to preclude draining possible subsurface � ��atcr tlo�vs through the gravel pipe bedding. Desigi► c�/the propo.se�d sewer force main adjacent to the wetland alo�:g SE 136`h Street I has been designed with the required note and design ofpipe bed dams adjacent to the � tivetland buffer. See Sanitary Setiver Plan set that tivill be approved through the City oJ I Rent on. � e. Downstream drainage improvements to existing culverts and stormwater conveyances required through the SEPA MDNS shall cause no adverse alteration to existing wetlands or streams in the vicinity of the drainage improvements. I Noted. f. Critical Areas staff shall re��iew engineering plans for the plat and se�ver main for �, conformance ��ith these requirements. i i :Vntc�rl. �� 15. The following note shall be sho�vn on the final engineering plan and recorded plat: ' �� RESTRICTIONS FOR SENSITI�'E AREA TRACTS AND SENSITIVE � AREAS AND BUFFERS ; i ' Dedication of a sensitive area tract/sensitive area and buffer conveys to the public a beneficia] interest in the land within the tract/sensitive area and buffer. This interest includes the preservation of native vegetation for all purposes that benefit the public ' health, safety and welfare, including control of surface water and erosion, maintenance of slope stability, and protection of plant and animal habitat. The sensitive area i tract/sensitive area and buffer imposes upon all present and future owners and occupiers ; of the land subject to the tracdsensitive area and buffer the obligation, enforceable on behalf of the public by King County, to leave undisturbed all trees and other vegetation �vithin the tractlsensitive area and buffer. The vegetation within the tracdsensitive area and buffer may not be cut,pruned, covered by fill,removed or damaged without approval in writing from the King County Department of Development and Environmental Services or its successor agency,unless othenvise provided by law. "I'he common boundary between the tract/sensitive area and buffer and the area of development activity must be marked ar otherwise flagged to the satisfaction of King County prior to any clearing, grading,building construction or other development activity on a lot subject to the sensitive area tracdsensitive area and buffer. The required marking or flagging shall remain in place until all development proposal activities in the vicinity of the sensitive area are completed. No building foundations are allowed beyond the required 1 S-foot building setback line, ' unless otherwise provided by law. ' To be addressed during final plat. See sheet CI.OI o�: the civil plan set for a duplicate of the above eondition listed under "Hearing E.xaminer's Conditions". 16. Suitable recreation space shall be provided consistent with the requirements KCC 21 A.14.180 and KCC 21 A.14.190 in providing sport court[s], children's play equipment, picnic table[s], benches, etc. a. A detailed recreation space plan (i.e., landscape specs, equipment specs, etc.) shall be submitted for review and approval by DDES and King County Parks prior to or concurrent��ith the submittal of the engineering plans. This plan shall comply with Ordinance� 14045. See sheets C7.01 a�rd Ci.O2 of t/re civil pla»set_�or thc Recreutiorral Park P/an. b. A performance bond for recreation space improvements shall be posted prior to , recording of the plat. I 'l'n he urlrL�c.c.��E rl�hn�irtg fi�tul plut. �� 17. A homeowners' association or other workable organization shall be established to th� satisfaction of DDES which provides for the ownership and continued maintenance of the recreation,open space and'or sensitive area tract(s). To hc�cr�l�lressc�rl�h�ri�i�=�nnl j�lcrt. I�. Street trees shall be included in the dcsi��n of all road imE�r�,�°elnent;. and shall comply with Section �.03 of the KCRS and KCC 21 A.16.0�0: a. Trees shall be planted at a rate of one tree for every 40 feet of frontage along all roads. Spacing may be modified to accommodate sight distance requirement� for driveways and intersections. See sheet C7.03 of the civil plan set for the Str-eet Tree Pluntirag 1Votes. b. Trees shall be located within the street right-of-way and planted in accordance with Drawing No. 5-009 of the 1993 King County Road Standards, unless King County Department of Transportation detern�ines that trees should not be located in the street right-of-way. See sheet C7.03 of the civil plan set for the Street Tree Plmiting Notes. c. If King County determines that the required street trees should not be located ��ithin the right-of-way,they shall be located no more than 20 feet from the street right-of- u-ay line. See sheet C?.03 of tlie civil plarr set for-the Street Tr�ee P/ci�rti�rg Notes. d. The trees shall be owned and maintained by the abutting lot o�vners or the homeowners association or other workable organization unless the Counnr has adopted a maintenance program. O«�nership and maintenance shall be noted on the face of the final recorded plat. See sheet C7.03 of the civil plan set for the Street Tree Plunting Notes. O�r�lc�rshi�crnd maintenance shall be addressed during final plat. e. The species of trees shall be approved by DDES if located within the right-of-way. and shall not include poplar, cottonwood, soft maples, gum, any fruit-bearing trees. or any other tree or shrub�i�hose roots are likely to obstruct sanitary or storm sewei-s, or that is not compatible with overhead utility lines. See sheet C7.03 of the civil pla�z set for the Street Tree Planti�rg Notes. f. The Applicant shall submit a street tree plan and bond quantity sheet for revie�� and approval by DDES prior to engineering plan approval. See sheet C7.03 of t1:e civill�larr set for the Street Tree Plc'rnting Pla�� a1��2g ii�ith tf�ee count guantities. g. The street trees must be installed and inspected, or a perfornlance bond posted prior to recording of the plat. If a performance bond is posted, the street trees must be installed and inspected within one year of recording of the plat.At the time of inspection, if the trees are found to be installed per the approved plan, a maintenance bond must be submitted or the performance bond replaced with a maintenance bond, and held for one year. After one year, the maintenance bond may be released after DDES has completed a second inspection and detern�ined that the trees ha��e been kept healthy and thriving. A landscape inspection fee shall also be submitted prior to plat recordin�. �I�he inspection fee is subject to change based on current C'ounty fees. To be addressed du��i�r�r fi�tal pl��t. SEPA 19. The following have been established by SEPA as necessary requirements to mitigate the adverse environmental impacts of this development. The Applicants shall demonstrate compliance with these items prior to final approval. a. East Drainage Basin: The 160th Ave SE downstream conveyance system shall be upgraded to provide for the 100-year storm capacity. Downstream driveway culverts/ditches and a cross- culvert under 160`�Avenue SE shall be improved as follows: Culverts P-117 and P- 116 on the west side of 160`�Avenue SE, cross-culvert P-115, and culverts P-114 and P-113 on the east side of 160`�Avenue SE shall be improved as needed. The culvert designations are according to the Level 3 Downstream Drainage Analysis by Haozous Engineering dated August 26, 2002. To address a related localized flooding condition,bank and channel stabilization are also required in the unopened right-of-��vay for 162°d Avenue SE, in the vicinity of the easterly line of Lot 12, Rich Lea Crest(address 16046 SE 142"a Street). It is estimated that stabilizing and re- grading approximately 50 to 100 feet of channel, east of 16046 SE 142°d Street, ��ill be adequate to resolve flooding that has occurred in the past location. The culverts and channel described are located from the south site boundarv to a distance of approximately 1,700 feet downstream. Level 2 Flow Control design is required for the proposed storm��ater detention facility. A factor of safety of 5 to 15 percent, determined by the design engineer, shall be required for detention storage volumes. Level 2 Flow Control was utilized for sizing of the East Basirt wet�oiic�. A 10°o factor oT safety was added per the minimum required as a condition of tl�e Drainage adjust�nent L02V0024. Culverts P115, P114, and P113 hcrve already been replaced by others. PI15 is now a 24"N-12 and PI14 a��d P113 ure hotlr 30",�=1'. C'ir1��Ert P116 airr!P1171vi11 be replaced as part oT tlris del�elop�rient. b. West Drainage Basin: The stormwater detention facilities shall be designed to the Level 3 Flow Control Standard as described in the 1998 King County Surface Water Design Manual (KCSWDM). As an option, Level 2 Flow Control with dow-nstream improvements can be proposed according to Core Requirement 2 of the KCSWDM. The minimum Flow Control Standard shall be Leve12. A factor of safety of 5 to 15 percent, determined by the design engineer, shall be required for detention storage volumes. The downstream impacts of the 1,700 feet of conveyance improvements shall be reviewed by the developer's engineer, and any recommendations necessary to prevent flooding or other damage from occurring as a consequence of the required conveyance improvements shall be included with the plans for review by DDES. Level 3 Flo�v Control u�as utilized for sizing of the West Basin wetvault. A 10% factor of safety was added per the minimum required as a condition of the Drainage adjustment L02V0024. School Mitigation Fees 20. Lots within this subdivision east of 158`�'Avenue SE are subject to King County Code 21A.43, which imposes impact fees to fund school system improvements needed to serve new development. As a condition of final approval, fifty percent(50%)of the impact fees due far the plat shall be assessed and collected immediately prior to recording,using I the fee schedules in effect when the plat receives final approval. The balance of the � assessed fee shall be allocated evenly to the d��elling units in the plat and shall be �I collected priar to building permit issuance. li To be addressed during fincrl plat. School Walkways 21. A pedestrian access easement beriveen 158"'Place SE and 160`h A��enue SE shall be provided over either Tract H or L (as shown in Exhibit 62). The easement shall have a minimum 10-foot width and be improved with a 5-foot wide paved surface. A pedestrian access easenzent lvill be provided tlirough Tract L &H. See sheet C7.01 for location. 22. 1�hc Applicant, indi�-iduall} or in conjunction with other de�elopers, shall construct an off=site «-alk«�ay to Liberty High school Gom the site. The ��alkway shall be constructed within the right-of-��ay from 160th Ave SE, east along SE 135th Street to 166th Ave SE, and south to Liberty High School at SE 136th Street, or via alternative right-of-way and easements that become available and are approved by DDES. One acceptable alternative would be to use future right-of-way of Southeast 136th Street and 162nd Avenue Southeast to connect with the sidewalk improvement of"five lot subdivision,"and through the plat of"five lot subdivision"/LOOP0023 to the south�vest gate of Liberty High School. The walkway shall be designed and constructed in accordance with the 1993 King County Road Standards and sho�vn on the engineering plans for DDES revie�� and approval. Any surfacing alternative from the King Counry Road Standards (KCRS 3.09)may be submitted for approval through a road variance application. Off-site�valkway is currently being constructed hti�others. _ _ __ I . � � � . � King County Department of Development and Environmentai Services 900 Oakesdale Avenue SW Renton,WA 98055-1219 October 17, 2002 Mike Romano Edward J. McCarthy, P.E. Centurion Development Services Haozous Engineering, P.S. 22617 Eighth Drive SE 14816 SE 116`h Street Bothell, WA 98021 Renton, WA 98059 RE: Evendell Subdivision SWM Adiustment Request(File No. L02V00241 Dear Applicant and Engineer: . T'he Land Use Services Division,Engineering Review Section, has completed review of the adjustment reyuest for the Evendell subdivision. You are requesting approval for an adjustment from the 1998 King County Surface Water Design Manual (KCSWDM) Core Requirement No. 1, Section 12.1, Discharge at the Natural Location. Our review of the information and a site visit provides the following findings: 1. The pro�osed Evendell subdivision is located west of 160`h Avenue SE and south of I SE 136 Street. The 75 lot, 11.7 acre,proposed Ev dell subdivision is filed under '� Land Use Services Division (LUSD) file number O1 P0016. 2. The Evendell subdivision is located in the Orting Hills subbasin of the Lower Cedar �� River basin. The site is subject to the Level Two flow control and Basic water quality requirements of the 1998 KCSWDM. 3. The site consists of two adjoining,rectangular areas south of SE 136th Street split by 158`h Avenue SE. The smaller,western rectangle is 1.9 acres in size,while the larger, eastern rectangle is 9.8 acres. A common ridgeline passes approximately north- � northwest to south-southeast through the two areas with the majority of the site li draining to the east. The western subbasin sheetflows in a southwest direction through ' large, single family�arcels and is eventually intercepted by a ditch drainage system on the east side of 156 Avenue SE and flows south. The eastern subbasin sheetflows to the southeast and is eventually intercepted by a ditch system on the west side of 160`n Avenue SE and flows south. Both downstream drainage paths eventually recombine in an unclassified tributary of the Lower Cedar River. Most upstream flow is intercepted by ditches on the north side of SE 136`h Street and is bypassed around the project site or through the wetland area in the northeast corner of the site. I \ �� M ume t � f f > > � �;an� wA�R as��nv y�,� z �� i \ d e vw e st d e ve a st .� � �o� X-�'L X 5.3'D (MiSIOE WM.) � � TOP OF VAULT� 4E2.'� NGITER SURFACE= 482.0 g BOT. DET.� 477.0 \Ca' � cC wau / I ,'� � r�e8df4'3e1� f30o.8��. vnl.- 1.SOU CF � _. � � � �' ��So��t 136 th Str e t _ _ — �=5"' `� �-� � � � `''Z — — - - — — -�-----� — — — -- — — ---- - -- — . � ' . . . � . •• . . � . _�i.��.�� ..�.�� - .26'(M) 6 23' --�—� --��. . . - _ • � 3 �d � � - — o� � �� j 3 �'F ��"-,`� 49 3 � 54 ' ' � � � Z � ��j '� �.Q o� - � - — - — -� - r ---� Q � �/� � 1��AN D & � ,� Z �c � Y O � ous• • snop �� A�` ,� " — / Shed . � ' / B��-� � � � ,�,v r \ . ara cor � t —4— . . _ � � 48 � �--- —� . � . --i � � �� AC � Z � T '� . / N � ( ood Frame \ Z� 5 � . 6 0 47 � 51 � Ar�3675 � 38 � �Q \� U? �n .o`o g' a N N N � ._ \ e - � ' � . . i � i� I rn 930f 623 �-- . . �- . :�•�� / � (l� \� o 0 ao'w x . oti x �.a (n� �j '� Rebor & coP � � , � 37 �. �/ \ ( p ;N � � , � I roP oF v�r- 4es.� � �s J/9634 Q � _ `..J 43 � 39 rage -� � � '° '° .. � : � MUITER SURFACE� 481.0 ound � ._ . _.._ . � �z n 801. OEf.- 475_0 ` � Q' '� I � °�k' L�— � \ � � �o�o o�. �._ ,e.000 � W � 45 I � - . .�. -r _ _. � �J .r-. � �% \ �� I .p ��o j^_ � . u�. v�a._ zo.soo cF csaaro� ,q _ � �� , an � � � � � I \ �� 4 Z � .' ` � ` 41 ! 40�I 36 t 35 .� 1 � � w g�� "' 4 utheas t 1 th Stree� � �.� � °0 V � � I � � 0.58 AC DlVERTED � \ , o � � FROM EAST TO WEST .� 34 ~ � I N N W � '� �� i x � � < � ( � � . �� / . W ` � \ n 1—_ � 56 75 � 74 � 73 33 . / Sar� FiItE . � � S� � l7rainfie — . � .�� ._ . � �m�•� ' �e � � � �n 32 �' a � � p.`�• 1� � 57 � � , 72 �s - — � � 30 ^ o I S�Vood F�e� . � . - - � � _. . . � ��- � — �- - ,q . Q � 14 � � - 7 �'' /31 4 � 29 0 � � � � � / � � � � I 71 0 - -� — � . 1 - - .� � • � � .� _ . o . . _ ,� TE 1`— � � _ . _ . _ � � /. _ _ .� .�iG' .��. � /� —- --r--r I I � . � (� l� � \ v � . r a �� sz y . a — � � J 68 0. 2�� - �i� I n � �____— \ 61 60 � 69 % ear t• �u.s . � . � 1rEi�'�e3 � 8 m ,� - — � --� I � F– � — � — � � �'o o�r. >>�.�oo c� o ( w . � �� ,� �av. oer. - �2a.soo cc� s � � 62 I, _ . b,j" --, �c'o wer = ai,.wo � � 0.73 DNERTED �, � �o�o � �'w.s.��' .oz� sF � � I FROM WEST TO EAST - —- —- � —•—- . � � o , o � � 1 I 63 —� 64 i 65� 66 _' .,� — _' � . � � �.— ----�-_l —____-� � ( o N � � p I � . / � a:t o • � � �ot 7 � enBer '� � ast .38 Stree . 3 ' � R � 1 � � �� Lot ^ � 21 � 22 I 23 t�ar � 25 ! 26 � � � _= I j �� I I � I � � -.– ____F.� �' _ — � �� » �� ; � " � x X X X —X ��--u�� ' , a � a - �f • EvendelUL02V0024 October 17, 2002 Page 2 of 3 � 4. The proposal is to collect most runoff from the project site and direct it to two facilities designed to separately accommodate drainage from the western and eastern areas of the site. The result is that 0.58 acres of the eastern subbasin will be diverted to the flow control vault and bioswale of the western rectangle of the site; and 0.73 acres of the ��vestern subbasin will be diverted to the combined wetpond/detention pond serving the eastern rectangle of the site. In the developed condition, the net effect is that 0.15 acres of the«�estern subbasin will become tributary to the eastern subbasin's downstream drainage system. As a result, controlled outflows from the �vestern area will be released farther upstream in the ditch system of 156th Avenue SE reducing nuisance sheetflow through the intervening parcels. The release location from the eastern subbasin��ill remain the same. A negligible shift in flows in the two downstream drainage paths will result. The current conceptual drainage plan indicates tllat a significant amount of frontage improvement drainage ��vill bypass the planned R/D facilities. 5. No decorative ponds or shallow wells have been identified that would be affected by the proposed diversion. 6. The Level One and Three Downstream Drainage Analyses identified conveyance restrictions and nuisance flooding problems associated with both of the proposed do��vnstream discharge locations. Although this adjustment is not addressing the potential for increased flow control standards as a result of the downstream drainage problems, the net impact of the proposed diversion��vill have a negligible impact on either downstream drainage path. Based on these findings,we hereby approve this adjustment to allow the diversion of on-site I runoff between the two drainage subbasins to two separate facilities ultimately draining to their natural discharge locations with the following conditions: 1. The release rates for the detention facilities will be based on the natural and diverted tributary areas being directed to the facilities. 2. The volume for the detention facility will be based on all flows directed to the facilities at full development under current zoning. The allowed release rates will be reduced by any undetained flows that would bypass the proposed subdivision drainage facilities. A 10 to 20 percent volumetric factor of safety must be applied to all storm events requiring detention. The design Technical Information Report shall state the ' factor of safety selected and the basis of that determination. 3. Water quality facilities must be sized based on the entire proposed subdivision , draining to the facilities including any required frontage improvements. 4. All onsite or offsite drainage facilities must be located in a public right-of-way or storm drainage tract dedicated to King County. • EvendelUL02V0024 October 17, 2002 Page 3 of 3 5. Additional storm drainage requirements identified by SEPA or the plat hearing revie��v will apply to this project. If you have any further questions regarding this KCSWDM adjustment or the design requirements, please contact Niark Bergam at (206) 296-7270. Sincerely, James Sanders, P.E. Jim Chan, P.E. Development Engineer Supervising Engineer Engineering Review Section Site Engineering and Planning Section Land Use Services Division Building Services Division cc: Curt Crawford,P.E., Managing Engineer, Stormwater Services, KCDNR Randall Parsons, P.E., Senior Engineer, Engineering Revie�v Section, LUSD Bruce Whittaker, Senior Engineer, Engineering Review Section, LUSD Karen Scharer, Planner II, Current Planning Section, LUSD Mark Bergam, P.E., Senior Engineer, Engineering Revie�u Section, LUSD K�ng Cou�ty SlJRFACE WATEF2 DL—`SIGN MANUAL vepartment oive�elop�ent REQUIREMENTS/STANDARDS.':� :: And EnvironmenLal Services = _ v000axe��e,a��sw AD.�USTMENT REQUEST Renton,WA 98055-12I9 . . Project Name: DDES File No. DDES Engineer/Planned Name: Evendell Plat LOIP0016 Bruce W}vttaker, P E. Project Address: Design Engineer(submitting variance): Phone: Portions of Sections 25, 36 of T23N, RSE Edward J.McCarth ,P.E. 425 235-2707 ApphcaM: Phone: Signature: Date: 2/25102 Mr. Mike Romano (425)486-2563' ��War4 MC�Qrf� �• Signature:� Date: Engineering Firm Name: �- Haozous Engineering, P.S. �/ Zz�Z Address: Address: Centurion Development Services 14816 S.E. 116"'Street 22617 8�'Drive SE Renton,WA 98059 Bothell,WA 98021 ��iZE�ERTO 5�CT101V� 4{N CHAPTER'!OF T1iE SURFAG�WqTER DESIGN MANUAC.FflR VA]21ANCES� �s � DESCRIPTION OF THE VARIANCE REQUEST: x Standard Request We request that the design of the stormwater facility that manages stormwater from developed portions of Evendell be allowed to divert drainage fmm a net area of 0.15 acre from the west basin tv the east basin on the site. APPLICABLE SECTION(S)�F STANDARDS: The adjustment request is applicable to Core Requirement#l: Discharge at the Natural Location, Section I_2.1 of the Surface l�'ater Design Manzral(King County Departmcnt of Natwal Resources, 1998). JUSTIFICATION(see e��page attachment): AUTHORIZED SIGNATURES: DDES Director/Designee Determination: Approval � onditi Appr val(see below) _Denial � DDES Approval Signed: �Pi� Date:_��2 CONDITIONS OF APPROVAL: r0 See attached merno dated: )b.Z D'Z- DDES,Land Use Services Division,Engineering Review SuQenisor: DDES,Bldg.Serv.Div.,Site Engineering b Planning Supervisw Signed� Date: '� ,� _ / Signed: Date: / �r/ � �/ � n MAR u 2 � 2002 -c-� �.�_ � �,�_;� _ � �g c��Ty SURFACE.WATER DEStGN MANUAL �p�toi've�e�opm�t ; REQUIREMEN7'S/STANDARQS` And Environmental Services -- 9000akesdaleA��eouesw y ADJUSTMENT RE4UEST - Renton,WA 9R055-1219 _ . Evendelt—Diversion of Drainage- Adjustment Request JUSTIFICATION: Description of Site The Evendell Plat project is a proposed residential development located w�thin the Renton Highlands area of unincorporated King County. The proposal for development includes buildin�75 single-family dwellings on appro�mateiy 12 acres. Road improvements along SE 136 Street are also proposed. The site is located within the Orting Hills subbasin of the Cedar River watershed (King County Department of Natural Resources, 1999). The site and area of offsite improvements consist of two basins. The east basin consists of 9.84 acres under existing conditions. The topography of the east basin generally slopes from the northwest to the southeast. The west basin consists of 1.92 acres under existing conditions. The topography of the west basin generally slopes from the east to the west. The southwest corner of the site has an area of 0.73 acre that is included in the westerly subbasin. Runoff from this subbasin sheet flows to adjacent yards of single-family residences to the south��est. Stormwater Desiga Under developed conditions, stormwater from the site and offsite road improvements will be collected and treated onsite to basic water quality standards. A combined wetpond/detention pond will be used to manage runoff in the easterly basin. A vault followed by a biofiltration swale will be used to manage runoff in the westerly basin. Level 2 R/D standards are required by the King County Flow Application Maps and are recommended by Lower Cedar River Basin and Nonpoint Action Plan. Under developed conditions,the 0.73-acre area in the southwest corner of the site will be diverted from the westerly basin and collected in the onsite stormwater system in the easterly basin. To compensate for this diversion of drainage, an area of 0.58 acre in the northwest portion of the site will be diverted from the east basin to the west. The net result will be a diversion of 0.15 acre from the west basin to the east basin. Managing runoff with the proposed diversions results in the following features: ■ Two stormwater facilities will be constructed. A larger combined wetpond/detention pond wili manage runoff in the easterly basin and«�ill discharge to the ditch system along 160`t' Avenue SE. A vault witl be used � � p to manage runoff from the smaller westerly basin and will discharge to the ditch system along 156�'Avenue SE. ' ■ The discharge locations from each basin vvill be to an engineered conveyance system. � The net diversion of 0.15 acre is not anticipated to cause any problems in either of the two basins. References King County Department of Parks,Planning, and Resources, 1990. Sensitive Areas Map Fol io. King County Environmental Division, 1990. Wetlands Inventory Notebook Volume 2 L�ast. King County Department of Natural Resources, 1998. Surface 6�ater Desigrr Manual. King County Surface Water Management Division, 1993a. Cedar River Current and Future Conditions Report. � � CORE - Dave Cayton rom: Kurt Wilson [kurt@soundbuilthomes.com] _ent: Thursday, April 29, 2004 2:48 PM To: CORE-Dave Cayton Subject: FW: Evendell Fire Access Requirement(Tract H) FYI-please work this out with KC fire for approval. Lets propose the cable or chain for now. Kurt Wilson SBI Developing, LLC Office: (253} 539-8116 Fax: (253) 539-0514 cell: (253) 377-7147 i'; , . ---�-�Original Message----- �i`om': Corey W Thomas [mailto:CThomas@ci.renton.wa.us] ��,��;:. Sent: Thursday, Apri129, 2004 11:38 AM To: Kurt Wilson Subject: Re: Evendell Fire Access Requirement (Tract H) ie Renton Fire Department will accept chain or cable type gating .,,stems as long as the posts supporting them are fully clear of the 20-feet width when the chain or cable is unlocked. We will not accept bollards. The distance of 50-feet may be measured from the drive lane rather than the right of way. »> "Kurt Wilson" <kurt@soundbuilthomes.com> 04/28/2004 11:55:27 »> Per c,ondition# 6 we are required to provide a locking device which can nof be a cable ar chain, per our discussion you would allow this so long as yve'did not propose bollards. Can you affirm this in a response back t'o'me?�_Also, is there any possibility in locating the cable SOft from tha driving lane on 160th rather than SOft from the ROW? It would really help our access to the lot closest to 160th.: 6. The Applicant must obtain the approval from the King County Fire Protection Engineer for the adequacy of the fire , hydrant, water main, and fire flow standards of Chapter 17.08 of the King County Code. <?xml:namespace prefix=o ns= "urn:schemas-microsoft-com:office:office" h ! int Use Develo ment Tract H as shown on the lat will rovide access I p p p I �ots 28 and 29. Additionally, it is a future emergency vehicle acCe'Ss tract to and from 160th Avenue SE, �i�hich the Applicant proposes tti'ci�eate in response to concerns raised by the City of Renton. The Applicant shall include proposed protocols for the construction and �' � ' i maintenance of Tract H, plus any related plat notes,with its engineering plans submittal, meeting the following standards: The emergency vehicle access to 160th Avenue SE shall have a minimum driving surface width of 20 feet,with an all-weather surface capable of ;supporting 25 tons. Any Iocking device shall be approved by the Renton Fi�re Department (KCFD # 25}. Chains, cable ar bollards will not be �perniitted. The gate shall be located at least 50 feet &om 160th Avenue SE �o allow space for fire apparatus to stop while opening the gate or �to�vaif before entering the public roadway. If these conditions are not met any future residence constructed on Lots 28 and 29 will have to be sprinklered NFPA 13D. These requirements concerning adeguate fire and emergency access may be modified in a manner approved by the King County Fire Protection Engineer and King County Fire District no. 25. Thanks for your consideration> Kurt Wilson ' �'�I Developing ', 3'=539-8116 office I L�3-'�39-0514 fax �� 2�3=3�7-7147 cell ; ; . This message has been scanned by the City of Renton's filtering gateway. : ;�.� :�:�;::�;.' �� 2 I CHICAGO TITLE INSURANCE COMPANY 701 FIFTH AVENUE,#3400,SEATTLE,«A 98104 A.L.T.A. COMMITMENT SCHEDULE A Tide Unit: U-06 THIRD COMMITIVIENT Phone: (206}628-5610 Fau: (206)628-9717 Order No.: 1077234 Off`icer: SAVIDIS/WAGNER/CAMPBELL/MINOR Your No.: US LAND/SBI DEVELOPING Commitment Effective Date: MAY 5,2Q04 at 8:00 A.M. 1 . Policy or Policies to be issued: ALTA Owner's Policy Amount: $3,124,000.00 1992 EXTENDED Premium: $4,158.00 StIBDIViDER SALE - EXTENDED RATE T�� $ 365.90 Proposed Insured: SBI DEVELOPING, L.L.C. , A WASHINGTON LIMITED LIABILITY COMPANY Policy or Policies to be issued: Amount: $O.OQ ALTA Loan Policy Premium: Ta�e: Proposed Insured: Policy or Policies to be issued: Amount: $0.00 ALTA Loan Policy Premium: Tatc: Proposed Insured: 2. The estate or interest in the land which is covered by this Commitment is: FEE SIMPLE 3. Title to the estate or interest in the land is at the effective date hereof vested in: DAVID A. NYBLOM AND DEBRA L. ALBtSO, HUSBAND AND WIFE. AS TO PARCEL A; AND ROBERT A. MAIR AND CLYDERAE MAIR, HUSBAND AND WIFE, AS TO PARCEL B -+, iiit lul,u ii.ii'iiili iiJ iii .ii�i� �vl 'iii:.iiil�l:i i� ul'�uiU�.-u c�iJ :lilll�lF�, SEE ATTACHED LEGAL DESCRIPTION EXHIBtT \VL7ACObfA1RDA/0999 CHICAGO TITLE INSURANCE COMPANY .A.L.T.A.COMMITMENT SCHEDULE A (Continued) Order No.: 1077234 Your No.: US LAND/SBI DEVELOPING LEGAL DESCRIPTION EXHIBIT (Paragraph 4 of Schedule A continuation) PARCEL A: THE EAST HALF OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 14, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION OF SAID EAST HALF OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 14 DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID EAST HALF OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER AS THE POINT OF TRUE BEGINNING; THENCE NORTH 00°25'21" EAST 523.99 FEET ALONG THE EAST LINE OF SAID EAST HALF OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE NORTH 88°07'58" WEST 653.61 FEET TO THE WEST LINE OF SAID EAST HALF OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE SOUTH 0°27'05" WEST 525.82 FEET TO THE SOUTH LINE OF SAID EAST HALF OF THE NORTHWEST QUARTER �F THE SOUTHEAST QUARTER; THENCE SOUTH 88°17'35" EAST 653.84 FEET ALONG THE SOUTH LINE OF SAID EAST HALF OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER TO THE TRUE POINT OF BEGINNING; AND EXCEPT COUNTY ROADS. PARCEL B: THE NORTH HALF OF THE NORTH HALF OF THE NORTHWEST QUARTER �F THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 14, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON; EXCEPT THE WEST 30 FEET CONVEYED TO KING COUNTY FOR ROAD PURPOSES BY DEED , RECORDED UNDER RECORDING NUMBER 1094243. � TOGETHER WITH A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER, UNDER AND ACROSS THE NORTH 15 FEET OF THE WEST 187 FEET (AS MEASURED FROM THE EASTERLY MARGIN OF COUNTY ROAD RIGHT OF WAY) OF LOT 2 OF SHORT P � NO. 878133, RECORDED UNDER RECORDING NUMBER 8002250639. IN KING COUNTY, WASHINGTON;_ 1�n�� Esim 'T '�'c��K CoYl�t��w�c� �Y�� -c�-r�r�.-r n �,v�-�n�U� ��u��;�. CL7ACM11A6i RDAi 0999 i � I CHICAGO TI'I'LE INSURANCE COMPANY A.L.T.A. COMMITMENT SCHEDULE B Order No.: 1077234 Your No.: US LAND/SB I DEVELOP I NG Schedule B of the policy or policies to be issued will contain excepdons to the following matters unless the sarne are disposed of to the satisfacdon of the Company. � GENERAL EXCEPTIONS A. Rights or claims of parties in possession not shown by the public records. B. Encroachments,overlaps,boundary line disputes,or other matters whichwould be disclosed by an accurate survey and inspection of the premises. � C. Easements,or claims of easements,not shown by the public records. � D. Any lien,or right to a lien,for contributions to employee benefitfunds,or for state workers' I compensation,or for services,labor,or material heretofore or hereafter furnished,all as imposed by law,and not shown by the public records. ' E. Taxes or special assessments which are not shown as existing liens by the public records. F. Any service,installation,connection,maintenance,tap,capacity or construction charges for sewer,water, electricity,other utilides,or garbage collection and disposal. G.Reservations or exceptions in patents or in Acts authorizing the issuance thereof; Indian tribal codes or regulations, Indian treaty or aboriginal rights,including easements or equitable servitudes. '� H. Water rights,claims,or tide to water. I I. Defects,liens,encumbrances,adverse claims or other matters,if any,created,first appearing in the public records,or attaching subsequent to the effective date hereof but prior to the date the ' proposed insured acquires of record for value the estate or interest or mortgage thereon covered by �I [his Commitment. SPECIAL EXCEPTIONS FOLLOW W LT\COA7R.�RD.4:�0999 CHICAGO TITLE IlVSURANCE COMPANY A.L.T.A. COMMITMENT SCHEDULE B - (Continued) Order No.: 001077234 Your No.: SPECIAL EXCEPTIONS A 1 . EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: KING COUNTY WATER DISTRICT NUMBER 90, A MUNICIPAL CORPORATION PURPOSE: WATER AND SEWER MAINS WITH NECESSARY APPURTENANCES AREA AFFECTED: NORTHERLY 30 FEET OF PARCEL B RECORDED: JULY 17, 1975 RECORDING NUMBER: 7507170570 B 2. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PUGET SOUND POWER & LIGHT COMPANY, A WASHINGTON CORPORATION PURPOSE: ELECTRIC TRANSMISSION AND/OR DISTRIBUTION LINES AREA AFFECTED: A RIGHT OF WAY 10 FEET IN WIDTH HAVING 5 FEET OF SUCH WIDTH ON EACH SIDE OF A CENTERLINE DESCRIBED AS FOLLOWS: THE CENTERLINE OF GRANTEE'S FACILITIES AS CONSTRUCTED OR TO BE CONSTRUCTED, EXTENDED OR RELOCATED, LYING WITHIN PARCEL A � RECORDED: FEBRUARY 23, 1995 RECORDING NUMBER: 9502230476 C 3. PAYMENT OF THE REAL ESTATE EXCISE TAX, IF REQUIRED. THE PROPERTY DESCRIBED HEREIN IS SITUATED WITHIN THE BOUNDARIES OF � LOCAL TAXING AUTHORITY OF UNINCORPORATED KING COUNTY. PRESENT RATE IS 1 .789G. ANY CONVEYANCE DOCUMENT MUST BE ACCOMPANIED BY THE OFFICIAL WASHINGTON STATE EXCISE TAX AFFIDAVIT. THE APPLICABLE EXCISE TAX MUST BE PAID AND THE AFFIDAVIT APPROVED AT THE TIME OF THE RECORDING OF THE CONVEYANCE DOCUMENTS. D 4. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON �IAY 1 , SECOND HALF DELINQUENT IF CLTACMBI/RDA/0999 � CHICAGO TITLE INSURANCE COMPANY A.L.T.A. COMN1ITNiENT SCHEDULE B (Continued) Order No.: 1077234 Your No.: US LAND/SB I DEVELOP I NG SPECIAL EXCEPTIONS UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES) : YEAR: 2004 TAX ACCOUNT NUMBER: 142305-9009-04 LEVY CODE: 6870 ASSESSED VALUE-LAND: $ 257,000.00 ASSESSED VALUE-IMPROVEMENTS: $ 336,000.00 GENERAL & SPECIAL TAXES: BILLED: $ 7,280.03 PAID: $ 3,640.02 UNPAID: $ 3,640.01 AFFECTS: PARCEL A E 5. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY 1 , SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND � PENALTIES) : � YEAR: 2004 TAX ACCOUNT NUMBER: 142305-9022-07 LEVY CODE: 4350 ASSESSED VALUE-LAND: $ 95,000.00 ASSESSED VALUE- IMPROVEMENTS: $ 110,000.00 I GENERAL & SPECIAL TAXES: BILLED: $ 2,635.06 PAID: $ 1 ,317.53 UNPAID: $ 1 .317.53 AFFECTS: PARCEL B F 6. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: DAVID A. NYBLOM AND DEBRA L. ALBISO, HUSBAND AND dV I FE TRUSTEE: NORTHWEST FINANCIAL CORPORATION, A WASHINGTON CORPORATION BENEFICIARY: FIRST SAVINGS BANK OF WASHINGTON AMOUNT: $ 203,150.00 CLTACAIB2/RDA/D999 CHICAGO TITLE INSURANCE COMPANY A.L.T.A.COMIv1ITMENT SCHEDULE B _ (Continued) Order No.: 1077234 Your No.: US LAND/SB I DEVELOP I NG SPECIAL EXCEPTIONS DATED: JULY 21 , 1995 RECORDED: AUGUST 1 , 1995 RECORDING NUMBER: 9508010201 LOAN NUMBER: 7 744958 17 THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM 7HE HOLDER OF TNE INDEBTEDNESS SECURED. H AFFECTS: PARCEL A 1 7. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: ROBERT A. MAIR AND CLYDERAE MAIR, HUSBAND AND WIFE TRUSTEE: FIDELITY MORTGAGE TRUSTEE SERVICE, A CALIFORNIA CORPORATION BENEFICfARY: IMC MORTGAGE COMPANY DBA COREWEST MORTGAGE COMPANY AMOUNT: $ 122,000.00 DATED: JULY 18, 1997 RECORDED: JULY 31 , 1997 RECORDING NUMBER: 9707311685 LOAN NUMBER: 3WA-11028 THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH ; THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. J AFFECTS: PARCEL B L 8. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: � GRANTOR: DAVID A. NYBLOM AND DEBRA L. ALBISO, HUSBAND AND WIFE TRUSTEE: CHICAGO TITLE INSURANCE COMPANY BENEFICIARY: KING COUNTY CREDIT UNION AMOUNT: $ 98,000.00 CLTACVIB2/RDA/0999 CHICAGO TITLE INSURANCE COMPANY A.L.T.A. COIvSMITMENT SCHEDULE B � (Continued) Order No.: 1077234 Your No.: US LAND/SB I DEVELOP I NG SPECIAL EXCEPTIONS DATED: SEPTEMBER 17, 2001 RECORDED: SEPTEMBER 24, 2001 RECORDING NUMBER: 20010924002679 LOAN NUMBER: NOT DISCLOSED THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. M AFFECTS: PARCEL A Z 9. MATTERS DISCLOSED BY SURVEY RECORDED UNDER RECORDING NUMBER 9508099008, AS FOLLOWS: A. BARN APPURTENANT TO PARCEL A ENCROACHES UP TO 1 .0 FEET INTO SOUTHERLY ADJOINER; B. FENCES NEAR WESTERLY AND SOUTHERLY PROPERTY BOUNDARIES OF PARCEL A � DO NOT CONFORM WITH PROPERTY LINES. N 10. A PORTION OF THE IMPROVEMENTS LOCATED ON THE HEREIN DESCRIBED PROPERTY WAS PREVIOUSLY A MOBILE HOME WHICH HAS BEEN CONVERTED TO REAL PROPERTY BY MANUFACTURED HOME TITLE ELIMINATION CERTIFICATE RECORDED UNDER RECORDING NUMBER 20010919001892. 0 AFFECTS: PARCEL B P 11 . RIGHT, TITLE AND INTEREST OF U.S. LAND DEVELOPMENT ASSOCIATES, A WASHINGTON GENERAL PARTNERSHIP, PRESUMED BY THE APPLICATION FOR TITLE INSURANCE TO HAVE AN INTEREST IN SAID PREMISES. Q NOTE: SAID INTEREST, IF ANY, IS SUBJECT TO THE FOLLOWING MATTERS SHOWN AT PARAGRAPHS 12 AND 13. R 12. TERMS AND CONDITIONS OF THE PARTNERSHIP AGREEMENT FOR U.S. LAND DEVELOPMENT ASSOCIATES. S NOTE: A COPY OF THE PARTNERSHIP AGREEMENT, AND AMENDMENTS THERETO, IF ANY, MUST BE SUBMITTED. CLTACh162 iRDA!0999 CHICAGO TITLE INSURANCE COMPANY A.L.T.A.CONiMITMENT SCHEDULE B (Continued) Order No.: 1077234 Your No.: US LAND/SB I DEVELOP I NG SPECIAL EXCEPTIONS T 13. ANY CONVEYANCE OR MORTGAGE BY U.S. LAND DEVELOPMENT ASSOCIATES, NtUST BE EXECUTED IN ACCORDANCE WITH THE PARTNERSHIP AGREEMENT AND BY ALL THE GENERAL PARTNERS AND THEIR RESPECTIVE SPOUSES AS OF THE DATE OF ACQUISITION, OR EVIDENCE MUST BE SUBMITTED THAT CERTAIN DESIGNATED PARTNERS HAVE BEEN AUTNORIZED TO ACT FOR THE PARTNERSHIP. AK 14. PHYSICAL INSPECTION IuIADE MARCH 4, 2003 VERIFIED THE REQUIREMENT FOR A SURVEY DUE TO LACK OF ACCESS TO SITE AND OVERALL SIZE OF PROPERTY. Y 15. PRIOR TO ISSUING AN EXTENDED FORM OWNER'S POLICY THIS COMPANY REQUIRES THAT THE PARTIES TO THE TRANSACTION PROVIDE AN ALTA/ASCM CERTIFIED, AS-BUILT SURVEY. AD 16. THE LEGAL DESCRIPTION IN THIS COMMITMENT IS BASED ON INFORMATION PROVIDED WITH THE APPLICATION AND THE PUBLIC RECORDS AS DEFINED IN THE POLICY TO ISSUE. THE PARTIES TO THE FORTHCO�AING TRANSACTION MUST NOTIFY THE TITLE INSURANCE COMPANY PRfOR TO CLOSING IF THE DESCRIPTION DOES NOT CONFORM TO THEIR EXPECTATIONS. AF 17. IT IS OUR UNDERSTANDING THAT THE INTENDED TRANSACTION INVOLVES THE SUBDIVISION OF PARCEL B BY MEANS OF A LOT LINE ADJUSTMENT. UPON THE SUBMISSION AND REVIEW OF THE FINAL LEGAL DESCRIPTION OF THE PROPERTY TO BE CONVEYED, THIS COMMITMENT WILL BE REVISED ACCORDINGLY. AE THE PREMIUM FOR THE FORTHCOMING OWNER'S POLICY IS COMPUTED AS FOLLOWS: STANDARD COVERAGE - S 2,138.00 PLUS TAX OF $ 188.14 EXTENDED SURCHARGE - � 1 ,870.00 PLUS TAX OF $ 164.56 INSPECTION FEE - $ 150.00 PLUS TAX OF $ 13.20 AL NOTE 1 : IN THE EVENT THE OWNER'S POLICY COVERAGE IS CHANGED FRO�JI EXTENDED TO STANDARD COVERAGE A CHARGE OF $150.00, PLUS $13.20 SALES TAX, WILL BE ADDED TO COVER THE COSTS RELATING TO THE EXTENDED COVERAGE INSPECTION. AA NOTE 2: EFFECTI VE JANUARY 1 , 1997, DOCUP�IENT FORP,tAT AND CONTENT REQU I REMEPJTS HAVE BEEN IMPOSED BY WASHINGTON LAW. FAILURE TO COMPLY WITH THE FOLLOWING REQUIREMENTS MAY RESULT IN REJECTION OF THE DOCUMENT BY T' . CLTACMB2/RD.V0999 CHICAGO TTTLE INSURANCE COMPANY A.L.T.A. COMMITMENT SCHEDULE B _ (Continued) Order No.: �077234 Your No.: US LAND/SB I DEVELUP I flG SPECIAL EXCEPTIONS COUNTY RECORDER OR IMPOSITION OF A $50.00 SURCHARGE. FIRST PAGE OR COVER SHEET REQUIREMENTS: 3" TOP MARGIN CONTAINING NOTHING EXCEPT THE RETURN ADDRESS. 1" SIDE AND BOTfOM MARGINS CONTAINING NO MARKINGS OR SEALS. TITLE(S) OF DOCUMENTS. RECQRDING N0. OF ANY ASSIGNED, RELEASED OR REFERENCED DOCUMENT(S). GRANTORS NAMES (AND PAGE N0. WHERE ADDITIONAL NAMES CAN BE FOUND). GRANTEES NAMES (AND PAGE N0. WHERE ADDITIONAL NAMES CAN BE FOUND) . ABBREVIATED LEGAL DESCRIPTION (AND PAGE N0. FOR FULL DESCRIPTION) . ASSESSOR'S TAX PARCEL NUMBER(S) . RETURN ADDRESS (IN TOP 3" MARGIN) . **A COVER SHEET CAN BE ATTACHED CONTAINING THE ABOVE FORMAT AND DATA IF THE FIRST PAGE DOES NOT CONTAIN ALL REQUIRED DATA. ADDITIONAL PAGES: 1" TOP, SIDE AND BOTTOM MARGINS CONTAINING NO MARKINGS OR SEALS. ALL PAGES: NO STAPLED OR TAPED ATTACHMENTS. EACH ATTACHMENT MUST BE A SEPARATE PAGE. I ALL NOTARY AND OTHER PRESSURE SEALS MUST BE SMUDGED FOR VISIBILITY. FONT SIZE OF 8 POINTS OR LARGER. ALL INFORMATION MUST BE LEGIBLE AND CAPABLE OF BEING IMAGED. , THE FOLLOWING MAY BE USED AS AN ABBREVIATED LEGAL DESCRIPTION ON THE DOCUMENTS TO BE RECORDED TO COMPLY WITH THE REQUIREMENTS OF RCW 65.04. , SAID ABBREVIATED LEGAL DESCRIPTION IS NOT A SUBSTITUTE FOR A COMPLETE �EGAL DESCRIPTION WHICH MUST ALSO APPEAR IN THE BODY OF THE DOCUMENT: POR OF NW 1/4 OF SE 1/4 OF SEC 14, TWP 23 N, RGE 5 E, W.M. I END OF SCHEDULE B CLTACMB2/RDA/0999 I CHICAGO TITLE INSURANCE COMPANY A.L.T.A.COMMITMENT SCHEDULE B (Continued) Order No.: 1077234 Your No.: US LAMD/SBI DEVELOPING SPECIAL EXCEPTIONS AC THE FOLLOWING PARTIES HAVE BEEN SENT A COPY OF THIS COMMITMENT: CTI/SCOTT SMOUSE SCOTT SMOUSE 1/1 HOWARD STANSBURY MICHAEL UTT SBI DEVELOPING, L.L.C. KURT WILSON 1/1 CLTACb1B?i RDA/0999 3. OFFSI�rF .��:�l:ti�s�s: A Le��el 1 an�l l,cvrl � Offsite Draina��e Anal��ze n�ere com}�letc�3 by Haozous Engineering durin� pi-elin�inai-y en«inee►-in��. �� co}��' uf thc re��oi-t is attache�l in Section (� of this report. Upstream Tributary Area Drainage from the area north of SE 136'�' Strect, that �vo�ild otherwise enter the property, is cut off by an existing ditch that runs along the north side of SE 136`h Street. Proposeci development «�ill either preserved the existing ditch or a rockery and/or perforated pipc �vill be installed behind the rockery or the proposed back of curb to direct the upstream drainage into the existing ditch or downstream to l 56th Avenue SE conveyance system. The existing ditch that runs along the north side of SE 136`h Street naturally drains to an existing ditch that runs south along the west side of 160`h Avenue SE. Proposed improvements to SE 136`h Street will include the installation of a culvert that crosses under SE 136`h Street and directs the upstream drainage to a proposed ditch that will bc located approximately 8' �vest of the existing ditch that runs along 160`h Avenue NE due to proposed shoulder construction along 160`�' Avenue SE. This upstream drainage «-ill bypass proposed detention/��vater quality facilities. The East Basin receives approximately 0.36 acres of upstream drainage from forested land. See Existing and Developed Conditions Exhibit in Section 4 of this report. This area �vill be routed through the proposed East Basin wetpond. Downstream Anah�sis A Level 1 and Level 3 Offsite Drainage .�naly�e ��ere completed by Naozous Engineering during prelimiiiary eil�iiieering. .=� cupy of the report is attache�l in Section (� of this report. 4. FLO�V CON'I'ROL �ND �ti'ATER QU_1LITY F��('ILI"Tl' .��N.��LYSIS :�1�D DESIGN: _1. H��draulic Anal��sis The drainage analysis «-as modeled using the King County Runoff Time Series software. The onsite soils are Alden�-ood (AgC), KCRTS group Till per the Soils Map attached on the following pages. The site is located in the Sea-Tac rainfall region ��ith a location scale factor of 1.0. EXISTING CONDITIONS TRADING OF EXISTII�G I�-IPER��IOt1S P.a��'E!�IEv"� FOR PROPOSED LMPERVIOUS AREA BYPASSiNG DETENTION/WATER QUALITY FACILITIES Areas of road improvements along SE 136`h Street and shoulder addition along 160`h Avenue SE will be bypassing the proposed storm drainage facilities. As a trade off. existing asphalt areas equal to or more than the bypass areas will be collected and treated within the proposed storm drainage facilities. The existing asphalt areas will be considered pasture in the existing condition and impervious in the proposed condition. Since these existing impervious surfaces«�ere not treated and/or detained for in the past, the total runoff from the bypass areas plus the outflo��s from the detention/�vater quality facilities will be the same or less than the outflows as they exist today. See Existing and Developed Conditions Exhibit on the follo��ing pages for delineation of the existing impervious areas to be collected and proposed pavement areas to be bypassed. �V EST BASIN I The basin boundary delineated for the West Basin includes the development and SE 136`n Street west of the existing basin ridge. A portion of the most western portion of SE 136`h !, Street will not be included in the existing condition, i.e. not captured in the proposed , drainage system, since an equal amount of existing asphalt��-i11 be included ��•ithin the developed West Basin and treated as pasture in the existing condition. For the reasons stated above, detention does not need to account for the bypass area since existing asphalt will be treated in the place of the bypass impervious surfaces. The western portion of the site is 1.81 acres. The existing coverage is a cambination of impervious surfaces associated with the existing outbuildings, pasture, landscaping, la��n, and forest. The existing landscaping and la«-n �vill be considered pasture per Table 3.2.2.0 in the 1998 KCSWDNI for e�isting developed areas with densities less than 4 'i DU/AC. The site is covered ��ith 1.57 acres of pasture and 0.20 acre of forest. Existing impervious surfaces from the existing outbuildings cover a total area of 0.04 acre. Per Table 3.2.2.E in the 1998 KCSWDM, the effective impervious fraction for the site is 0.40 for existing rural areas. The effecti�-e impervious area is therefore 0.�0*0.04 acre = 0.02 i acre. Pasture will be utilized for the non-effecti�-e impervious surfaces (0.04 acre—0.02 ' acre = 0.02 acre). The follo��in� infonnation �vas used for generating time series and flo�v frec�uencies. � WEST BASIN Total Area = 1.81 acres EXISTING CONDITIONS (exwest) GROUND COVER AREA(acre} Till-Forest 020 Till-Pasture (1.57 +0.02) 1.59 Impervious 0.02 S�AGRICULTURE KING COUNT'ON SERVICE (RENT 1 680000 FEET 122��`�� Rrr�ron� s.�na�. R.5 E. R-6�E. s.� nar.ro u s !c _ ... _.-�._. ."'__: • _ " ._ \• C. _ • • • \. �'T,. �. i�•' � . . • Iyb :... . . u • •}tdC � V-_ ' gpp : I _ ' , , ` ` n• ' - ��c , . . •1• � 1 . u � . _ . � L� �� n �t� •. � . ,. �� '�r--'-�.__, . E�6 �� q ' v , , • , , ��;�lr...� ��\� _,� -.....�� .O;'�' � •,�t � .�_ = As�• � dM ' - _. ..i �4�4 �_ u .. ,g' �' ' . 4 i z ` u •9i5 il 12� . . � ' '- � �86 � .1 • � � �- ''' � � o •� t- �5=�= i• • " I I ��``.^` s _ • �. , . ,; � _ �' ' i. .� I ,�- . �uB • . • ' ' ' e' � BM • '; I . '. ," .. 424 . .. . � � . ��6 '4 •'_ � - --� -- -r '�'-��--��--' - ��-. ��, � . . . :G',� � . ' . ' ' ' BM '' •• • . ' ..... 1 • . . 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S� _ _ �'IL_____ -_- . .. • � • . . ` �� '_. : : �___ . ._ . ..�,• p � -y _ _ .^.�_ . . �__,, .. . ,. � . � . • .�, . � ... . .. . , '� • \ - , , , _ . .' . - . , : � � - � � �.. �� E�e • U � . . - .; _ n- 14 � • �C _ ' � 4ki �`�� , ll �� 1 tr ,n� ' � 'p . � . . . .. �.4 � � „ • n, o � • � �';;; I --1 �' t �...- . . • � �. • � . � . x AkF �- -�. i �. . ., "; f r — ,� � �' i �� '`. i . ' . �' � ; � ' Ar= t ��.` :� BT,o�� Ar:n �� .vp . � Ma "�-,,.'"-��"' � ` JoNE6 `.�`,v1a}. - _ . . � �`e � f;� , 'F'Y � AI.F I . _... . . • �.• • ,? �.� ` � ..�� I - � 1`\ iit- � ,�'i t �..PT -�• Ma . I ' -� . 'Z�� ' j - n SJ ' ' ti ' `=` ..,, . . _",\a � _" �?El o •,.•.F,�-- n `�R �a�k �_-- � �.L�.�-� 19 � . •„ J � ��.' �-3'a .� .ri , , _ _ -- ° � , � � I r� ° : � o __ I _r.--�-, / � _ a ��i� ` I _ u '� �. Nd � f. . .; � . _. - _. Park ; � r,, '� , iF�C AS .n. _ � ( � � � . ._ . - , . - �- � r� � .r 1 .� . ----� - _ . _,. _ � r`� - - ' F l l � . c �. .,- . � � u ��- �...f _�I .... `i) � : 1 � It ��{�I . . AkF ` ii � ' I �� •• __,�I1tp�_ _ •.n � � ' � !� f.trtdian Caa+-Mhie __._ �� n ; .. . ,. ^_--- __--_ -_ ---- �_-�7'"'--_---- �� 1 � -- I ---�� Abandsfied) -- �st.—+ �--------:---------- --- -- -i- --- ---- ._ ,�� -�- . -i--_ ,'"�-`�--- :�_ • . . - �-'------•----�-- �-�- •-- a__-----a,8Mp --,�496 �\`��/� , '�.- � , ��i : . A a ( " -- e___�82;_°----M � - <.��) ~-` \:\ 4, � �� J . � - -a--- _.-- �-- . i �C��►� � -.� �r, ----___ -_ __.�•`----.__,_ o ,� i _ o � � -- -- � ------------ -- --� - • _.__.._ _:. �t__. -- PIP AK:: --•-__ � .� /- r^ ""' _ _�__E . •,.. � '- � . � .., _..i� •_�-.__o_'" AkF �-� _ �ie � --f _ "'-------,- t � � - °-+'_•--- _UNE • • ,� � 1 / "o,S,,_ ' -•o.__. �-o----'-i-�---•-'--•---^--•----•-•-0--•-'-'•- - . � / _"'•"" C I / � .,. , � i �/ �'-o_"•"_' ""•_ o_"" I _• _' _ ' __'- - _.' . . I •- _'1'°____'__. �y_jifire King Coa�Mine '7 emH � A8� t' —2 P!�£_�--- '�`\�Abandoned) •Tank KING COUN7 . 4921 :\ �-�� '`.� °,\ SOIL SURVEI � i � ��,, EVENDELL � ��`�� F'9G,Q � � � ��`\. f'f 1[?1' i?CJ!l 1 1 . o �. " I '4n .�k' , � ( �� ,`� i 3.2.2 KCRTS/RUNOFF FILES METHOD—CENERATING TIME SERIES TATiLE 3.2�.B EQUIVALENCE BETWEEN SCS SOIL TYPES AND KCRTS SOIL TYPES SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group Soil Group —�j Alderwood (AgB,AgC, AgD) C Till Arents,Alderwood Material (Am6, AmC) C Till Arents, Everett Material (An) B Outwash 1 Beausite (BeC, BeD, BeF) C Till 2 Bellingham (Bh) D Till 3 Briscot (Br) D Till 3 Buckley (Bu) D Till 4 Earlmont(Ea) D Till 3 Edgewick(Ed) C Till 3 Everett (Ev6, 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 Neilton (NeC) A Outwash 1 Newberg (Ng} B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland 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 Till 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 (Wo) D Till 3 No tes: 1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial till, they should be treated as till soils. 2. These are bedrock soils,but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils,some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study,these soils should be treated as till soils. 4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. 1998 Surface 1Vater Design Manual 9/I/98 3-25 ST 1.01 ST 1.1 �;�.,� • _` ; ST 1.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2 SNOHOMISN COUtITY �ai I�..; �AKE 'i��THEL\ . y0o01NY1LL� � KIN6 COUNSY� xs'.i�i�� `.- ��KQPEST I Ca. �'� � �� . �\�OAryC � sN EL1�E. t �I-'� ' J .. . i { I. ! ' S � � , ? " .. , , - � .J�� I .`. 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'� L �.� �:�ir -l.� �� .. � . � f. � ... � l I � J � ,. , ., � ,� l� /� �� \_i�__ GR�STOq ��,SN CUALNIE`, � s�TT�E' � , � i �� I YENCA lE- IG _ :� �y . . � .�\ - a_ � � I . , � Po�r ..\� � ...i . ., i""i"�"� `. � �� ,�. ��ss�ouu�'-. ' . - =�. . I i. � �, � -. . � ` t. ; . � :. ��1 `� .__i . I / yS�l �`VGPER. - .f_r��T ,�' = ' � ._1 .,. � : �� ,-� i I �J � �:�1rT'`� DFESTON I 0 1 1`` .�_. -' - ' . � I__,� - RENTO � - - ;t � ,�`� � `T- ,4 J - Q. ;` f`I \t u i-�`� ��^. BUHIFN��--� ��,�'�TI�(YIL�� '�� _ _ � 1 �l"'-• r � � ORGCI.T -� � l ` . ). �� ( _��`� N�PAN[�� $ rTAC` � !f _��.. _- KEPRISTaN � � ' % �� LANDSBURG I� �� "T.`� � tED�H. . A Y�s�u T . I ll 1 � GflOY[-' F`) � �.�.�a _ r ' p , �i . e -,____.i' � m �, � � o # �� _ �`�� '� -� ' KPJYT ��f" �� ' Q . ' .. G�r � ;< .� � � � � .L: , __ � '� � ., . �; �;.. � .�. . . :� M1 '1. � _ _ _'_ ... /�� .�� " � lt ,, .. , ' � -- _ � ,�._ j ; _ � {l� 1'ugd ,. ,� �. � � � � r� f "1 /� 11 LANDSBUH6 - : � 1 I SGLn� � Q �'�._ .1 ,"_ ��—y�— _ . -kEMTi ( � �� . � - "�' ��_ / ,l'___ a_1 ��.'�� r 1 � t-�r�� P � � �f . ' -,ll r' ��i � , <.� � � �� i � 1� � \ �: � _ i ! � .; •,- i: _� , � � � ,1 �� .l ,J .:��: ��./��. \_, D� � --BL4CK�� -' ..".��, ��! ;i t �2. ,.. - ..� � I � DIAY`ND . . ST 1.1 �ep�x��i�r � �' r ,6 .__ � i- � /� I LOd11 '� •��.'R ' } ' . � �r ��,� y -l`�t ='� .� �y� 4 . .- y . 1 RRqi `�KING'�CDLLNTy` � PIERCE COUNTY \ _ ST 1.0 � .� � . - Y ��ENUMCLAII� �. . ST 1.0/ _ � Rainfali Regions and �a o.s � �� , Regional Scale Factors �A o.9 �-�,,J�--�%� -- LA1.0 LA1.2 ___:__^�; Incorporated Area �� River/Lake ---- Major Road EAST BASIN The East Basin will utilize a wetpond to accommodate the required Level 2 Flow Control. The East Basin �vetpond �vill recei�-e runoff from the upstream tributary area as well as , runoff from onsite. The upstream tributary area�vill be routed through the onsite stornl drainage system to the wetpond. ; The allowable release rates will be established by the sum of the upstream tributary runoff '� plus the existing onsite runoff. The allowable release rate will be delineated as preeast.tsf I and will be the sum of exeast.tsf+upsteast.tsf. The flows entering the wetpond will be i the sum of the upstream tributary area and the developed site going to the pond. The total � developed flows discharging to the pond will be delineated as posteast.tsf and will be the I sum of deveast.tsf and upsteast.tsf. I The East Basin wetpond (epond.rd�was sized based on the 1998 KCSWDM and I KCRTS Computer Software Reference Manual. See attached KCRTS printouts and I attached pond volume calculation spreadsheet on the following pages. The stage-storage I of the pond produced by KCRTS was utilized to calculate storage values at the elevations I used to calculate the proposed wetpond that will actually be constructed onsite. The KCRTS interpolated storage values are listed below. Elevation Length x Width KCRTS Storage KCRTS Storage * 10% Safety Factor 451 225' x 43' 0 0 452 230' x 51' 11,265 CF 12,391 CF 454 235' x 64' 39,600 CF 39,600 CF 456 238' x 80' 73,986 CF 81,384 CF 458 240' x 85' 115,605 CF 127,165 CF Per the proposed Pond Volume Calculations spreadsheet on the following pages, the storage values at each delineated elevation is more than the required 10% safety factor storage values calculated above. The pond is therefore, adequately sized to accommodate the reyuired 10% safety factor. � Flow Freguency Analysis Time Series File :exwest.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 0.128 2 2/09/O1 18:00 0.216 1 100.00 0.990 0 .049 7 1/05/02 16:00 0. 128 2 25.00 0.960 0 .116 3 2/28/03 3 :00 0. 116 3 10.00 0.900 0 .014 8 3/24/04 19:00 0. 109 4 5_00 0.800 0 .066 6 1/05/05 8:00 0.105 5 3 .00 0.667 0 .109 4 1/18/06 16:00 0.066 6 2 .00 0.500 0.105 5 11/24/06 4:00 0.049 7 1.30 0.231 0 .216 1 1/09/08 6:00 0.014 8 1.10 0.091 Computed Peaks 0 .187 50 . 00 0 . 980 Flow Frequency Analysis Time Series File:preeast.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates-- ---Flo�.v Frequenc;; Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.698 2 2/09/O1 18:00 0.999 1 100_00 0. 9G0 0.238 7 1/05/02 16:00 0.698 2 25. 00 0.960 0.580 3 2/28/03 3 :00 0.580 3 10. 00 0. 9C� 0.060 8 8/26/04 2 :00 0.559 4 5. 00 0.8Q� 0.339 6 1/05/05 8 :00 0.516 5 3.00 0.667 0 .559 4 1/18/06 20:00 0.339 6 2.00 0.5v0 0.516 5 11/24/06 4 :00 0.238 7 1.30 0.231 0 .999 1 1/09/08 9:00 0.060 8 1.10 0.091 Computed Peaks 0.899 50 .00 0.980 Flow Frequency Analysis Time Series File:posteast.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 1.94 6 2/09/Ol 2 :00 3.90 1 100. 00 0.990 1.59 8 1/05/02 16:00 2.52 2 25.00 0.960 2 .32 3 2/27/03 7:00 2.32 3 10.00 0.900 1.73 7 8/26/04 2 :00 2.08 4 5.00 0.800 2 .08 4 10/28/04 16 :00 2.06 5 3 .00 0_667 2 .06 5 1/18/06 16:00 1. 94 6 2 .00 0.500 2 .52 2 10/26/06 0:00 1.73 7 1.30 0.231 3 .90 1 1/09/OS 6 :00 1 .59 8 1.10 0. 091 Computed Peaks 3 .4� 50 . 00 0. 980 EAST BASIN The basin boundary delineated for the East Basin includes the development, SE 136`h Street east of the existing basin rid�e, and a portion of 160`h Avenue SE. A portion of the shoulder additional along 160`" Avenue SE will not be included in the existing condition, i.e. not captured in the proposed drainage system, since an equal amount of existing asphalt will be included w�ithin the existing/developed East Basin and treated as pasture in the existing condition. For the reasons stated above, detention does not need to account for the bypass area since existing asphalt will be treated in the place of the bypass impervious surfaces. The eastem portion of the site is 10.06 acres. The existing coverage is a combination of impen-ious surfaces associated with the existing residence, pasture, landscaping, lawn, and forest. The existing landscaping and lawn ��ill be considered pasture per Table 3.2.2.0 in the 1998 KCSWDM for existing developed areas with densities less than 4 DU/AC. The site is covered with 3.00 acres of pasture and 6.62 acres of forest. Existing impervious surfaces from the existing residence and outbuildings cover a total area of 0.44 acre. Per Table 3.2.2.E in the 1998 KCSWDM, the effective impervious fraction for the site is 0.40 for existing rural areas. The effective impervious area is therefore 0.40*0.44 acre =0.18 acre. Pasture will be utilized for the non-effective impervious surfaces (0.44 acre—0.18 acre= 0.26 acre). The following information was used for generating time series and flow frequencies. EAST BASIN Total Area= 10.06 acres EXISTING CONDITIONS (exeast) GROLTND COVER AREA(acre) Till-Forest 6.62 Till-Pasture (3.00+ 0.26) 3.26 Impervious 0.18 Flow Frequency Anal_,-sis Time Series File:exeast.ts� Project Location:Sea-Tac ---Annual Peak Flow Rates-— -----F1ow Frequency Analysis------ - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.675 2 2/09/O1 18 :00 0. 970 1 100.00 0.990 0.232 7 1/05/02 16 :00 0.675 2 25.00 0.96D 0.564 3 2/28/03 3 :00 0.564 3 10.00 0. 9Q0 0 .060 8 8/26/04 2 :00 0.541 4 5.00 0.800 0.329 6 1/OS/05 8:00 0.501 5 3 .00 0.667 0.541 4 1/18/06 20:00 0.329 6 2.00 0 .500 0.501 5 11/24/06 4 :00 0.232 7 1.30 0.231 0.970 1 1/09/08 9:00 0.060 8 1. 10 0.091 Computed Peaks o. 872 50. 00 0.980 TRIB UTAR�'AREA CONDITIDNS EAST BASIN The East Basin receives 0.36 acre of upstream drainage from forest area just �vest of the site. The follo«�ing information«-as used for generating time series and flo��- frequencies. EAST UPSTREAI�1 Total Area= 0.36 acre TRIBUTARY CONDITIONS (upsteast) GROUND COVER AREA(acre) Till-Farest 0.36 Flow Frequency Analysis Time Series File:upsteast.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 .023 2 2/09/O1 18:00 0.029 1 100. 00 0.990 0 .006 7 1/06/02 4 :00 0.023 2 25.00 0.960 0 . 017 4 2/28/03 3 :00 0.018 3 10.00 0.900 0 . 001 8 3/24/04 20:00 0.017 4 5.00 0.800 0 .010 6 1/05/05 8 :00 0.015 5 3 .00 0.667 0.018 3 1/18/06 20 :00 0.010 6 2 .00 0.500 0 .015 5 11/24/06 6:00 0.006 7 1.30 0.231 0.029 1 1/09/08 9:00 0.001 8 1.10 0.091 Computed Peaks 0.027 50. 00 0 .980 DEi�ELOPED CO�VDITID;'�'S The de�-eloped basin ridge dclineated and allo��ved per SWM Adjustment L�2V00?�3 ��as regraded at a different location than what currently exists. See Existing and Developec� Conditions Exhibit on the follo��-ing pages. The relocation ��as logical based on the property boundary and basin ridge relationship. A small triangle of area adjacent to the existing basin ridge"�ithin the existing West Basin is currently located at the most southwestern end of the property. This triangle of area is approximately 300' from the West Basin located �vithin the property boundary, therefore this small area ��ill be conveyed to the East Basin in the developed condition and an equal amount of area��ithin the existing East Basin located along adjacent to the basin ridge at the north end of the site will be conveyed to the West Basin. Since an adjustment was required to relocate the basin ridge, an automatic 10% safety factor was added to the detention calculations. The maximum impervious area per lot was calculated using the criteria in the 1998 King County Surface Water Design Manual page 3-27 and K.C.C.21 A.12.030. The proposed development is urban residential. The site is R-6 zoning. The maximum imper��ious area per lot is 70%. WEST BASIN The lots within the West Basin cover a total area of 1.15 acres. Maximum Lot Impervious Area = 70°%*1.1� acres = 0.81 acre �'4'est Basin Im ervious Area Delineation Onsite road and side��alk 0.49 acres Impervious area of lots 0.81 acres Total impervious area 1.30 acres The input used for the KCRTS analysis is sunlmarized in the table belo��: �'�'EST BASIN Total Area= 1.�1 acres DEVELOPED CONDITIONS (de��vest) GROUND COVER AREA(acre) Till-Grass (Landsca ing) 0.51 Imper�iot�s 1.�O 21 A.12.030 A. Densities and dimensions - residential zones RESIDENTIAL Z RURAL URBAN UNBAN O N RESEAVE RESIDENilAL E S STANDARDS RA-25 RA-5 RA-10 RA-ZO UR R-7 R�4 R-6 R-8 IF72 R-t8 R-24 R-48� 1171 Base Derolty: 02 02 0.1 0.05 02 t 4 6 E '12 1S 24 4S DwyBing duhe du/x duhc dulx dWx dWx dWx dulx dWae dWx dWac dulx ddae tbMaAus (z1) (6) (�� m�� OA 0.4 6 9 12 18 27 36 72 ��n dWx dWat dufx dWac dWx dulx aufx dWae duht �� Im1 lp) (�1 YlnYnum Denslty: a5Y• 85X 857G BO% 75•.G 70X 65X � 1�z1 (�n (�Z) (�el (�81 (�g1 (�el {��T f» (te1 (�? Mlnimum Lot 1351t 1151[ 175}t '135 R JS E �5 R 70 R 70 R SO ft JO ft 30h 30 ft 70 R +� m m c3� W"w""'b"Sti°°� �o a ao rt �ort so rt ao tt zo n +o n �o n �o x �o x +o n �oe �o s s'�` �� ro� ro► m m c� c� �► ce� �a� �g� c8� �� xw�em,mmwso. sn �ort �ort �on sn sa srt srt se sn sn sx s� � I91 I9) (9) C�) m m ito) ��o} �10) (�o) (3)(�� Bas�HaIgM �R 10 tt 40 h 40 h 35 R ]5 tt 35 tt 35 R 75 R 60 R 60 R 60 ft 60 R (4) tS R �5 R 80 R 801t EO R (u) 1�41 (MI f�4) (�<l Malmum ZSX ZON• 1S% 125x 90!4 30% Si% 70% 759: 8S/. 15% 85!. 90X Impanrous (171 1») (1�1 (��1 1»1 n�1 SuAa[s: (�9) (19J (19� (�9) . ��(� 12-2 (King County 6-00) Flow Frequency Analysis ITime Series File:devwest.tsf I Project Location:Sea-Tac I ---Annual Peak Flow Rates--- --—-Flow Frequency Analysis———- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.361 6 2/09/O1 2 :00 0.722 1 100.00 0.996 0.301 8 1/05/02 16:00 0.485 2 25.00 0.960 0 .432 3 2/27/03 7:00 0.432 3 10.00 0.900 0.333 7 8/26/04 2 :00 0.399 4 5.00 0.800 0 .399 4 10/28/04 16 :00 0.384 5 3.00 0.667 0 .384 5 1/18/06 16 :00 0.361 6 2.60 0.500 0 .485 2 10/26/06 0:00 0.333 7 1.30 0.231 0 .722 1 1/09/08 6:00 0.301 8 1. 10 0.091 ' Computed Peaks 0. 643 50. 00 0. 980 E�ST B aSIN The lots within the East Basin cover a total area of 6.62 acres. Maxinuim Lot Impen�ious Area= 70%*6.62 acres= 4.63 acres I East Basin Im er�-ious Area Delineation Onsite road and sidewalk 2.06 acres Impervious area of lots 4.63 acres Total irnpervious area 6.69 acres The input used for the KCRTS analysis is summarized in the table belo�v: E�ST BASIN Total Area = 10.06 acres DEVELOPED CONDITIONS (deveast) � GROLIND COVER AREA(acre) Till-Grass (Landscaping) 3.37 Impervious 6.69 � I Flow Frequency Analysis Time Series File:deveast.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 1.92 6 2/09/O1 2:00 3 . 88 1 100.00 0.990 1.58 8 1/05/02 16:00 2 .52 2 25.00 0.960 2 .31 3 2/27/03 7:00 2 .31 3 10.00 0 .900 1.73 7 8/26/04 2:00 2 .08 4 5.00 0.800 2 .08 4 10/28/04 16:00 2 .05 5 3.00 0 .667 2 .05 5 1/18/06 16:00 1 . 92 6 2.00 0.500 2 .52 2 10/26/06 0:00 1.73 7 1.30 0.231 3 .88 1 1/09/08 6:00 1.58 8 1.10 0.091 Computed Peaks 3 .42 50.00 0.980 B. Detention Routing Calculations Per the Hearing Examiner's Conditions, the Vb'est Basin wet��ault�vill mitigate for increased drainage flo«�s from the developed West Basin utilizing Level 3 Flo�v Control. The East Basin «�etpond �;-ill mitigate for increased drainage flo�i s from the developed East Basin utilizing Level 2 Flow Control. All stormwater mitigation facilities will be designed according to the 1998 KCS�'VDM. Since an adjustment �vas required to relocate the basin ridge, an automatic 10°� safety factor�vas added to the detention calctilations. WEST BASII� The West Basin ��ill utilize a ��veh�ault to acconlmodate the 1-equired Le�el � Flo�� Control. The West Basin wetvault (w��ault.rd fl ��as sized based on the 1998 KCSti�'D�-1 and KCRTS Computer Soft��are Reference ��1anual. See attached KCRTS printouts. The wetvault per KCRTS ��ill have a surface area of 2,967 sq�iare feet and a depth of 7.=�2 feet. To accommodate the required 10% safety factor, the �-ault �vill be constructed��ith a surface area of 3,264 square feet (34 feet b�� 96 feet). West Basin Wetvault O��erflow Elevation The rip mary overflow for the vault is the riser pipe ��-ithin the control structtire. The water surface elevation above the riser for the 100 year developed flow is calculated assuming all orifices are plugged. To pass the 100-year return period storm, 0.72 cfs, through a 12" overflow riser��ill require 0.47 feet of head (From Figure 53.4.H in the 1998 KCSWDM: Q��eir= 9.739DH�'` � 0.72 = 9.739(12/12)H?`Z � H = 0.18 feet). The primary overflo�� elevation would therefore, be equal to the elevation of the top of the riser plus the amount of head required to pass the 100-year return period storm, Ele�. 478.47 + 0.18 feet = Elev. 478.6�. The ceiling of the vault is located at elevation 459.0 and will accommodate the required overflow elevation. Retention/Detention Facilit_,� � ;��)�,,�, ��'�� Type of Facilit,: Detention `vault Facility Length: 87.27 ft Facility Width: 34 .00 ft Facility Area: 2967. sq. ft Effective Storage Depth: 7.42 ft Stage 0 Elevation: 471.08 ft Storage Volume: 22016 . cu. ft Riser Aead: 7 .39 ft Riser Diameter: 12. 00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge DiameteL (ft) (in) (CFS) (in) 1 0.00 0. 81 0.048 2 3 .60 1 .20 0 .076 4 . 0 3 5_20 0 . 50 0 .010 4 . 0 Top Notch Weir: None Outflow Rating Cur✓e: Pdone Stage Ele-.ation Steraae DischaYge ?ercolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 471.08 89. 0.002 0.000 0.00 0.01 471.09 119. 0.003 0.002 0.00 0.02 471.10 148 . 0. 003 0.002 0. 00 0.03 471.11 178. 0.004 0.003 0.00 0.04 471.12 208. 0 .005 0.004 0.00 0.05 471. 13 237. 0.005 0.004 0.00 0.06 471.14 267. 0.006 0.004 0. 00 0.07 471.15 297. 0.007 0.005 0 .00 0.21 471.29 712. 0.016 0.008 0 . 00 0.36 471.44 1157. 0.027 0 .011 0. 00 0_50 471.58 1573. 0. 036 0_013 0. 00 0.65 471.73 2018. 0.046 0.014 0. 00 0.79 471.87 2433. 0.056 0. 016 0.00 0.94 472.02 2878. 0.066 0.017 0.00 1.08 472. 16 3294 . 0.076 0.019 0. 00 1.23 472 .31 3739. 0.086 O.Q20 0. 00 1.37 472 .45 4154 . 0 .095 0. 021 0.00 1.52 472 .60 4599. 0 .106 0.022 0.00 1.66 472 .74 5015. 0.115 0.023 0.00 1.81 472 _89 5460. 0. 125 0.024 0.00 1_95 473 .03 5875. 0.135 0.025 0.00 2 . 10 473 .18 6320. 0_145 0 .026 0.00 2 .24 473 .32 6736. 0. 155 0.027 0 .00 2 .39 473 .47 7181. 0. 165 0.027 O.00 2 . 53 473 .61 7596. 0. 174 0.028 O. 00 2 . 68 473 .76 8041. 0.185 0.029 0. 00 2 . 82 473 . 9Q 8457. 0.194 0.030 0.00 2 . 97 474 .05 8902. 0.204 0. 031 0 .00 3 . 11 474 .19 9317. 0 .214 0.031 0. 00 3 .26 474 . 34 9762 . 0 .224 0.032 O. GO 3 .40 474 .48 101?? . 0 .:34 0 .0?3 n _ r� 3 .55 47� .63 10623 . 0 .244 0_ 034 0 . 00 3 .60 474 .68 10771. 0.247 �.034 0 .00 3 .61 474 .69 10801. 0 .248 0_034 0. 00 3 .63 474 .71 10860. 0.249 0.035 0 .00 3 .64 474 .72 10890. 0.250 0.037 O .Ov 3 .65 474 .73 10919. 0.251 0 .039 0_00 3 .66 474 .74 10949. 0.251 0 .041 0.00 3 .68 474 .76 11008. 0.253 0.045 0.00 3 .69 474 .77 11038. 0.253 0_046 0.00 3 .70 474 .78 11068. 0.254 0.047 0.00 3 .84 474 .92 11483 . 0.264 0.054 O.00 3 .99 475.07 11928. 0 .274 0.060 0.00 4 .13 475.21 12343 . 0 .283 0.065 0. 00 4 .28 475.36 12789. 0.294 0.069 0. 00 4 .42 475.50 13204. 0.303 0.073 0. 00 4 .57 475.65 13649. 0.313 0.076 0. 00 4 .71 475.79 14064. 0.323 0.080 0. 00 4 .86 475.94 14510. 0.333 0.083 0. 00 5 .00 476.08 14925. 0.343 0.086 0.00 5 .15 476.23 15370. 0.353 0.089 0.00 5 .20 476.28 15518. 0.356 0.090 0.00 5 .21 476.29 15548. 0.357 0.090 0 .00 5 .22 476.30 15578. 0.358 0.091 0 .00 5 .23 476.31 15607. 0.358 0.092 0. 00 5 .24 476.32 15637. 0.359 0.092 0_00 5.39 476.47 16082. 0.369 0.096 0. 00 5.53 476.61 16498. 0.379 0.100 0. 00 5 .68 476 .76 16943 . 0.389 0.103 0. 00 5.82 476 .9a 17358. 0.398 0.106 0 . 00 5 .97 477 .05 17803. 0.409 0.109 0. 00 6 .11 477 .19 18218. 0.418 0.112 O . OG 6 .26 477.34 18664. 0.428 0. 115 0.00 6 .40 477 .48 19079. 0.438 0.118 0.00 6 .55 477.63 19524. 0.448 0.120 0.00 6 .69 477 .77 19939. 0.458 0.123 0.00 6 . 84 477. 92 20385. 0.468 0.125 0.00 6 .98 478 .06 20600. 0 .478 0.128 0.00 7.13 478 .21 21245. 0 .488 0.130 0.00 7 .27 478.35 21660. 0 .497 0.133 0 .00 7 . 39 478.47 22016. 0.505 0.134 0 .00 7.49 478 .57 22313. 0 .512 0 .444 0 .00 7 .59 478 .67 22610. 0.519 1.010 0 . 00 7 .69 478.77 22907. 0.526 1.740 0 . 00 7 .79 478.87 23203. 0.533 2.530 O. OQ � .89 478 .97 23500. 0.539 2_820 0. 00 7 .99 479.07 23797. 0 .546 3 .070 0. 00 8 .09 479.17 24094. 0.553 3 .310 0. 00 8 .19 479.27 24390. 0 .560 3 .530 0. 00 8 .29 479.37 24687. 0.567 3 .740 0.�0 8 .39 479.47 24984. 0.574 3 . 930 0.00 8 .49 479.57 25280. 0.580 4 .120 O.CO 8 .59 479.67 25577. 0.587 4.290 0. 00 8 .69 479.77 25874. 0 .594 4 .470 O . GO 8 .79 479. 87 26171 . 0 .601 4 .630 O . OU 8 . 89 479. 97 26467. 0 .608 4 .790 0 . 00 8 . 99 480 .07 26764. 0.614 4 .940 O.QO _, . 09 �80 . 1� �?051 . r . 521 = , 090 0 . ��0 9. 19 480 .27 2�35?. C .628 5 .230 G . 00 9.29 480.37 27654. 0.635 5 .370 0 . 00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) !�c-Ft} 1 0.72 0 .22 0.22 7.42 478 .50 22102. 0. 50� 2 0.36 ******* 0. 12 6.54 477 .62 19496. 0.443 3 0.37 ******* 0.11 5.87 476.95 17498. 0.40� 4 0.38 ******* 0.09 5.07 476.15 15128. 0.34% 5 0.43 ******* 0.09 5.01 476.09 14956_ 0.343 6 0 .23 ******* 0.06 3 .91 474 . 99 11683 . 0.268 7 0 .30 ******* 0.03 3 .29 474 .37 9839. �.226 8 0 .33 ******* 0.03 2 .75 473 . 83 8260_ 0.190 Route Time Series through Facility Inflow Time Series File:devwest.tsf Outflow Time Series File:wout Inflow/Outflow Analysis Peak Inflow Discharge: 0.722 CFS at 6 :00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.222 CFS at 11 :00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.42 Ft Peak Reservoir Elev: 478_50 Ft Peak Reservoir Storage: 22102. Cu-Ft . 0.507 Ac-Ft Flow Frequency Anal;✓sis Time Series File:wout.tsf Project Location:Sea-Tac ; --Annual Peak Flow Rates-- ----Flo�,i Frequency Analysis------- I Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob ��I (CFS) (CFS) (ft) Period 0.120 2 2/09/Ol 20 :00 0.222 7 .42 1 100.00 0. 990 � �.032 7 12/28/Ol 18 :00 0.120 6.54 2 25.00 0.960 � 0.086 5 3/06/03 22 :00 0.107 5 .87 3 10.00 0. 900 0.030 8 8/26/04 7 :00 0.087 5.07 4 5.00 0. 800 I�I 0.057 6 1/05/05 15 :00 0.086 5.01 5 3 .00 0. 66? � 0.087 4 1/18/06 23 :00 0.057 3 . 91 6 2 .00 0.500 0.107 3 11/24/06 7 :00 0.032 3 .29 7 1.30 0.231 �i� 0 .222 1 1/09/08 11:00 0. 030 2 .?7 8 1. 10 0 . 091 � Computed Peaks 0. 188 _ _� 50 . 00 r . 9g� Flow Duration from Time Series File:wout.ta� Cutoff Count Frequency CDF Exceedence Probabilit-_� CFS a a % 0.002 34644 56.497 56.497 43 .503 0.435E+00 0 .005 4824 7.867 64 .364 35 .636 0.356E+00 0 .008 5399 8.805 73 .169 26 .831 0.268E+00 0 .012 3897 6.355 79.524 20.476 0.205E+00 0 .015 4088 6.667 86 .190 13 .810 0.138E+00 0 .018 2706 4 .413 90 .603 9.397 0.940E-01 0 .022 2069 3 . 374 93 .977 6.023 0 .602E-01 0.025 1286 2 . 097 96 .075 3 . 925 0. 393E-01 0.028 1042 1 .699 97 .774 2 .226 0 .223E-01 0 . 032 ?C3 1 . 145 98 . 920 1 . 080 C . 1Q8E-Ol 0.035 327 0.533 99.454 0 .546 0.546E-02 0.039 7 0.011 99.465 0 .535 0.535E-02 0.042 11 0.018 99.483 0 .517 0 .517E-02 0.045 12 0.020 99.503 0 .497 0 .497E-02 0.049 32 0.052 99.555 0.445 0 .445E-02 0 .052 35 0.057 99.612 0.388 0 .388E-02 0 .055 31 0.051 99.662 0 .338 0 .338E-02 0.059 20 0.033 99_695 0.305 0 .305E-02 0 .062 13 0.021 99.716 0.284 0 .284E-02 0.065 12 0.020 99.736 0.264 0.264E-02 0.069 16 0.026 99.762 0.238 0.238E-02 0 .072 16 0.026 99.788 0.212 0.212E-02 0.075 18 0. 029 99.817 0.183 0. 183E-02 0 .079 18 0. 029 99.847 0.153 0.153E-02 0.082 19 0.031 99.878 0.122 0. 122E-02 0.085 10 0.016 99.894 0.106 0.106E-02 0.089 17 0.028 99.922 0.078 0.783E-03 0.092 5 0.008 99.930 0 .070 0.701E-03 0 .095 10 0.016 99.946 0 .054 0.538E-03 0 .099 3 0.005 99.951 0.049 0_489E-03 0.102 7 0.011 99.962 0.038 0.375E-03 ' 0.105 5 0.008 99.971 0.029 0.294E-03 ' 0 .109 6 0.010 99.980 0.020 0.196E-03 0.112 2 0.003 99.984 0.016 0.163E-03 0.116 3 0.005 99.989 0. 011 0.114E-03 0.119 4 0.007 99.995 0.005 0.489E-04 , Duration Comparison Anaylsis Base File: exwest.tsf ' New File: wout.tsf Cutoff Units : Discharge in CFS ----Fraction of Time----- --------Check of Tolerance------ Cutoff Base New sChange Probability Base New oChange I 0. 034 � 0 .81E-02 0.71E-02 -12 . 1 I 0.81E-02 0.034 0 .033 -1 .4 , 0.041 � 0 .59E-02 0.52E-02 -11. 1 � 0 .59E-02 0.041 0.034 -17 . 3 0.048 � 0 .46E-02 0.45E-02 -2 . B I 0.�6E-02 0.048 0.048 -1 . 3 � 0.056 � 0 .34E-Q2 0.33E-02 -2 .� I 0.34E-02 0.056 0 .055 -1.4 0.063 � 0 .26E-02 0.28E-02 5 .6 � 0.26E-02 0.063 0 .066 4 . 9 0.070 ( 0.19E-02 0.23E-02 19. B I 0.19E-02 0.070 0 .075 6. 0 0.078 j 0.14E-02 0.16E-02 15.3 � 0.14E-02 0.078 0 .081 3 .7 0.085 � 0 .96E-03 0.11E-02 10.2 � 0. 96E-03 0.085 0 .086 1.3 0.092 � 0 .68E-03 0.68E-03 0.0 I 0.68E-03 0 .092 0 .092 0_0 0.100 � 0 .41E-03 0.47E-03 16. 0 I 0.41E-03 0.100 0 .102 2 .3 0.107 I 0 .21E-03 0.26E-03 23 . 1 I 0.21E-03 0 .107 0 .109 1.7 0.114 � 0 .15E-03 0.13E-03 -11. 1 � 0 .15E-03 0.114 0 .113 -0 .6 0 . 121 � 0.65E-04 O.00E+00 -100.0 ( 0.65E-04 0 . 121 0 .119 -2 .4 Maximum positive excursion = 0.004 cfs 1 6.4%) occurring at 0. 070 cfs on the Base Data:exwest.tsf and at 0 .075 cfs on the Dle�a Data:�ti�out .tsf P�aximum negative ex.cursion = 0. 008 cfs (-18 . ?oj occurring a� C . 043 cfs on the Base Data:ex�r;est .tsf and at 0 . 035 cfs or. the Ple��a Data:•.ti�cut . tsf iir' _.�.�I_J � + R ��t�_�r�et.d u r ,. � ---� � -,.. o ---=---�. N T � '�f. �K_ Q O o- ,°� N �I , O ��i � �� .� , o �� a �� ay t+, � Y �Q OO �- . �Q U c-� � � �Y � Y O * � Probobility Exceedence ~ . � — _� � -3 -� -� 1 �:_i ' �_i ' �_i 1 '_' 1 ':_'� 1 �'AUI.T FREQU��C 1� i UUF�17'1OV ('O'�IP=�RISOti F,VF.NDF,LL ('ORE: PROJF(�l- �t► 11-10uy C'.�� Retention/Detention Facilit �� O^Z ,,`�� , Y Type of Facility: Detention Pond Side Slope: 3_00 H:1V Pond Bottom Length: 165_00 ft Pond Bottom Width: 67.00 ft Pond Bottom Area: 11055 . sq. ft Top Area at 1 ft. FB: 24299. sq. ft 0.558 acres Effective Storage Depth: 6.90 ft Stage 0 Elevation: 451. 00 ft , Storage Volume: 113358. cu. ft 2.602 ac-ft Riser Head: 6. 90 ft Riser Diameter: 18. 00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.75 0.160 2 4_70 3.00 0.362 6.0 3 5.60 2.00 0.124 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft} (cfs) (cfs) (sq. ft) ' 0.00 451.00 0. 0.000 0.000 0.00 11055_ 0.02 451.Q2 221. 0.005 0.011 0.00 11083. 0.04 451.04 443 . 0.010 0.016 0.00 11111. 0 .05 451.05 555. 0.013 0.019 0.00 11125. ' 0.07 451. 07 777. 0.018 0.022 0.00 11153. 0 .09 451. 09 1001. 0.023 0.025 0.00 11181. , 0 .11 451. 11 1225. 0.028 0.027 0. 00 11209. 0.13 451.13 1449. 0.033 0.030 0. 00 11237. 0.15 451.15 1674. 0.038 0.032 0. 00 11265. , 0.28 451.28 3150. 0.072 0.044 0.00 11448. I 0.42 451.42 4767. 0.109 0.054 0.00 11646. , 0 .55 451.55 6293 . 0.144 0.062 0.00 11831. 0.69 451.69 7963 . 0.183 0 .069 0.00 12033 . 0.82 451.82 9540. 0.219 0.075 0.00 12221. 0 .96 451.96 11265. 0.259 0 .081 0. 00 12424 . 1.09 452 .09 12892 . 0.296 0.087 0.00 12615. 1.23 452.23 14673 . 0.337 0 .092 0.00 12822 . 1.36 452 .36 16352 . 0.375 0 .097 0. 00 13015. 1.50 452 .50 18189. 0.418 0 . 102 0.00 13224 . 1.63 452.63 19921. 0.457 0 .106 0.00 13420. 1.77 452.77 21814 . 0.501 0 .110 0.00 13632 . 1.90 452.90 23599. 0.542 0 .115 0.00 13830 . 2 .04 453 . 04 25551. 0.587 0 .119 0 .00 14044 . 2 .18 453. 18 27532. 0.632 0 .123 0 . 00 14261. 2 .31 453 .31 29399. 0.675 0.126 0. 00 14463 . 2 .45 453 .45 31439. 0.722 0 .130 0 . 00 14681 . 2 .58 453 . 58 3336=. 0 . ?66 0 . 133 �� . 00 14886 . 2 .72 453 .72 35460. 0 . 814 0. 137 0 .00 15108. 2 .85 453 .85 37438. 0. 859 0. 140 0. 00 15315 . 2 .99 453 .99 39598. 0. 909 0.144 0.00 15539. 3 .12 454.12 41631. 0_956 0.147 0.00 15748. 3 .26 454 .26 43852 . 1.007 0.150 0.00 15976. 3 .39 454 .39 45942 . 1.055 0.153 0.00 16188 . 3 .53 454.53 48225. 1.107 0.156 0.00 16417 . 3 .66 454 .66 50373. 1.156 0.159 0.00 16632 . 3 . 80 454 .80 52718. 1 .210 0.162 0.00 16864 . 3 .93 454 .93 54924. 1.261 0.165 0.00 17082 . 4 .07 455.07 57332. 1.316 0.168 0.00 17317. 4 .20 455.20 59597. 1.368 0.170 0.00 17536. 4 .34 455.34 62069. 1.425 0. 173 0.00 17774 . 4 .48 455.46 64574. 1.482 0. 176 0.00 18014 . 4 .61 455.61 66931. 1_537 0_178 0.00 18237 . 4 .70 455.70 68579. 1. 574 0.180 0.00 18393 . 4 .73 455.73 69132. 1.587 0.183 0.00 18445. 4 .76 455.76 69686. 1.600 0.190 0.00 18497 . 4 .79 455.79 70241. 1.613 0.202 0.00 18549. 4 . 82 455.82 70799. 1.625 0.219 0.00 18601. 4 . 86 455.86 71544. 1.642 0.238 0.00 18670. 4 .89 455.89 72105. 1_655 0.263 0. 00 18723 . 4 .92 455.92 72667. 1.668 0.289 0.00 18775. 4 .95 455.95 73231. 1.681 0.307 0.00 18827 . 5.09 456.09 75884. 1.742 0.339 0.00 19073 . 5.22 456.22 78379. 1.799 0.366 0.00 19302 . 5.36 456.36 81098. 1. 862 0.390 0.00 19550. 5.49 456.49 83655. 1. 920 0.412 0.00 19782 . 5.60 456.60 85842. 1. 971 0.428 0.00 19979. 5 .62 456.62 86242. 1.980 0.432 0.00 20015 . 5.64 456.64 86643. 1.989 0.437 0.00 20051. 5 .66 456.66 87044. 1.998 0.444 0.00 20087. 5 .68 456.68 87446. 2.007 0_453 0.00 20123 . 5.70 456.70 87849. 2.017 0.463 0 .00 20159. 5.73 456.73 88454. 2.031 0.475 0.00 20213 . 5.75 456.75 86859. 2 .040 0.487 0.00 20249. 5.77 456.77 89264. 2.049 0.496 0_00 20285 . 5.90 456.90 91917. 2.110 0.529 0.00 20521. 6.04 457.04 94808. 2.176 0.558 0.00 20776. 6. 17 457.17 97524. 2.239 0.585 0.00 21014 . 6.31 457 .31 100484. 2 .307 0.609 0.00 21272 . 6 .44 457 .44 103265. 2 .371 0.633 0.00 21513 . 6.58 457.58 106295. 2 .440 0.655 0.00 21773 . 6. 71 457.71 109141. 2 .506 0.676 0.00 22016 . 6. 95 457.85 112242. 2.577 0.697 0.00 22279. 6. 90 457.90 113358. 2.602 0.704 0.00 22374 . 7 .00 458 .00 115605. 2 .654 1.180 0.00 22563 . 7 .10 458 .10 117871. 2 .706 2.040 0.00 22753 . 7.20 458 .20 120156. 2 .758 3 .150 0_00 22944 . 7 .30 458.30 122460. 2 .811 4.460 0.00 23135 7_40 458.40 124783. 2 .865 5.940 0.00 23327 . 7. 50 458.50 127125. 2 .918 7.380 0.00 23520 7 .60 458.60 129487. 2 . 973 7 .920 0.00 23714 7 _70 458 .70 131868. 3 .027 8 .420 0.00 23908 . 7.80 458.80 134268. 3 .082 8 .900 0 .00 24103 7 . 90 458 . 90 136688. 3 . 138 9.340 0. 00 24295 . 8 .00 459. 00 139128. 3 . 194 9.770 0 . 00 24495 ___ _ _ 8 .10 459.10 141587. 3 .250 10_180 0.00 24692 . 8 .20 459.20 144066. 3 .307 10.570 0.00 24890. 8.30 459.30 146565. 3.365 10.950 0.00 25089. 8.40 459.40 149084. 3 .423 11.310 0.00 25288. 8.50 459.50 151623 . 3.481 11.670 0.00 25488. 8.60 459.60 154182. 3 .540 12 .010 0.00 25689. 8.70 459.70 156761. 3 .599 12 .340 0 .00 25890. 8.80 459.80 159360. 3.658 12 .660 0.00 26092. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3 .90 ******* 2 .21 7_12 458.12 118215. 2 .714 2 1 .94 ******* 0.67 6.69 457.69 108789. 2.497 3 1.96 ******* 0.57 6.11 457.11 96232. 2.209 4 2 .32 ******* 0.51 5_81 456 .81 90016. 2 .066 5 2 .06 ******* 0.41 5.47 456 .47 83207 . 1.910 6 1.22 ******* 0.18 4.55 455.55 65796. 1.510 7 1.59 ******* 0.16 3 .83 454 . 83 53156 . 1 .220 8 1.73 ******* 0.15 3 .19 454 . 19 42664 . 0 . 979 -------------------------------- Route Time Series through Facility Inflow Time Series File:posteast.tsf Outflow Time Series File:eout Inflow/Outflow Analysis Peak Inflow Discharge: 3.90 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 2.21 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.12 Ft Peak Reservoir Elev: 458.12 Ft Peak Reservoir Storage: 118215. Cu-Ft . 2.714 Ac-Ft Flow Frequency Analysis Time Series File:eout.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 0.673 2 2/09/O1 20:00 2.20 7.11 1 100.00 0.990 0.164 7 12/29/O1 10:00 0.673 6.69 2 25.00 0.960 0.505 4 3/06/03 22 :00 0.572 6.11 3 10.00 0.900 0.148 8 8/26/04 7 :00 0.505 5.81 4 5.00 0. 800 0. 177 6 1/OS/05 2 :00 0.408 5.47 5 3 .00 0.667 0.408 5 1/18/06 23 :00 0.177 4 .55 6 2 .00 0.500 0.572 3 11/24/06 8:00 0.164 3 .87 7 1.30 0.231 2 .20 1 1/09/08 10:00 0.148 3 .19 8 1.10 0_091 Computed Peaks 1.69 7 .06 50.00 0.980 Flow Duration from Time Series File:eout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS a $ °s 0 .010 35422 57.766 57.766 42.234 0.422E+00 0.029 4693 7. 653 65.419 34 .581 0 .346E+00 0 . 047 4818 7. 857 73.276 26.724 0 .267E+00 0 . 066 4382 7 . 146 80.422 19.5?8 0 . 196E+00 0 . 085 3756 6. 125 86 .548 13 .452 0 . 135E+00 0.104 2974 4. 850 91.398 8.602 0 . 860E-01 0.123 1842 3. 004 94.401 5.598 0.560E-01 0.142 1431 2.334 96.735 3 .265 0.326E-01 0.161 979 1.597 98.332 1.668 0. 167E-01 0.180 740 1.207 99.538 0.462 0.462E-02 0.199 41 0.067 99.605 0.395 0 .395E-02 0.218 15 0.024 99.630 0.370 0.370E-02 0 .237 16 0.026 99.656 0.344 0. 344E-02 0 .256 10 0.016 99.672 0.328 0. 328E-02 0.275 8 0.013 99.685 0.315 0.315E-02 0.294 7 0.011 99.697 0.303 0.303E-02 0.313 18 0.029 99.726 0.274 0.274E-02 0.332 11 0.018 99.744 0.256 0.256E-02 0.350 14 0.023 99.767 0.233 0.233E-02 0.369 25 0.041 99.808 0.192 0. 192E-02 0.388 23 0.038 99.845 0.155 0. 155E-02 0.407 22 0.036 99.861 0.119 0.119E-02 0.426 9 0.015 99.896 0_104 0.104E-02 0.445 8 0.013 99.909 0 .091 0.913E-03 0.464 4 0.007 99.915 0.085 0 .848E-03 0.483 5 0.008 99.923 0.077 0 .766E-03 0.502 6 0.010 99.933 0.067 0_669E-03 0.521 8 0.013 99.946 0.054 0.538E-03 0 .540 7 0. 011 99.958 0.042 0.424E-03 0.559 5 0.008 99.966 0.034 0.342E-03 0.578 5 0.008 99.974 0.026 0.261E-03 0.597 2 0.003 99.977 0.023 0.228E-03 0.616 3 0.005 99.982 0.018 0. 179E-03 0.635 2 0.003 99.985 0 .015 0 . 147E-03 0.653 4 �.007 99.992 0.008 0 . 815E-04 0.672 4 0.007 99.998 0.002 0.163E-04 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3 .90 ******* 2 .21 7.12 458.12 118215. 2 .714 2 1.94 ******* 0_67 6.69 457.69 108789. 2 .497 3 1.96 ******* 0.57 6.11 457 .11 96232 . 2 .209 4 2 .32 ******* 0.51 5.81 456 .81 90016. 2 .066 5 2.06 ******* 0.41 5.47 456.47 83207 . 1 .910 6 1.22 ******* 0.18 4.55 455.55 65796. 1.510 7 1.59 ******* 0.16 3 .87 454 . 87 53987 . 1 .239 8 1.73 ******* 0.15 3 .19 454 . 19 42664 . 0 .979 Duration Comparison Anaylsis Base File: preeast.tsf New File: eout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time---- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New %Change 0.170 I 0.82E-02 0 .82E-02 -0. 8 I 0.82E-02 0 .170 0.170 -0. 1 0.187 � 0.70E-02 0_37E-02 -47. 1 I 0 .70E-02 0.187 0 . 173 -7. 6 0.204 I 0.62E-02 0.35E-02 -44 .1 I 0.62E-02 0.204 0.175 -14 .4 0.222 I 0.55E-02 0.33E-02 -39.4 I 0.55E-02 0 .222 0.176 -20. 5 0.239 I 0 .50E-02 0.31E-02 -36. 9 � 0.50E-02 0.239 0. 177 -25. 8 0 .256 I 0 .45E-02 0. 30E-02 -32 . ? � 0 .45E-02 0 .256 0. 178 -30 . 3 0 . �"'3 U .�CE C2 0 .30E-02 �5 . � � 0 . �OE G� 0. 2'?3 0 . 181 3? .'� 0 .?90 I 0 . 36E 0� C .29E-02 -18 . 3 � 0.3EE-02 C . 290 � 196 -32 .4 0.307 I 0.31E-02 0.28E-02 -9.4 � 0.31E-02 0 .307 0.247 -19.4 0.324 � 0.28E-02 0.26E-02 -5.8 � 0.28E-02 0 .324 0.307 -5 .2 0.341 � Q.25E-02 0.24E-02 -2 .0 I 0.25E-02 0.341 0.339 -0. 6 0 .358 � 0.23E-02 0.22E-02 -4 .3 � 0.23E-02 0.358 0.353 -1 .4 0.375 I 0.20E-02 0.18E-02 -5 .8 � 0.20E-02 0.375 0.368 -l. ; 0.392 � 0. 17E-02 0.15E-02 -12 .5 I 0.17E-02 0.392 0.380 -3 .0 0.409 � 0. 14E-02 0.12E-02 -15.3 � 0.14E-02 0.409 0.394 -3 .6 0.426 I 0. 12E-02 O .10E-02 -14.7 I 0.12E-02 0.426 0.407 -4 .5 0.443 I O.10E-02 0.91E-03 -9.7 � Q.10E-02 0.443 0.428 -3 .5 0.460 I 0.90E-03 0.88E-03 -1.8 � 0.90E-03 0.460 0.459 -0.2 0.477 � 0 .82E-03 0.80E-03 -2.0 I 0.82E-03 0.477 0.470 -1.6 0.494 I a .62E-03 0.70E-03 13 .2 � 0.62E-03 0.494 0.508 2 .8 0.511 � 0.52E-03 0.57E-03 9.4 � 0.52E-03 0.511 0.523 2 .3 0.528 � 0.39E-03 0.47E-03 20.8 � 0.39E-03 0.528 0.551 4 .2 0.545 � 0.33E-03 0.42E-03 30.0 � 0.33E-03 0.545 0.566 3 .7 0_562 � 0.24E-03 0.34E-03 40.0 I 0.24E-03 0.562 0.590 4 _9 0.579 I �.20E-03 0.24E-03 25.0 � 0.20E-03 0.579 0.612 5 .7 0.596 I 0.15E-03 0.23E-03 55.6 � 0.15E-03 0.596 0.636 6.6 0.613 I 0.13E-03 0.18E-03 37.5 � 0.13E-03 0.613 0.638 4 .0 0.630 I 0.11E-03 0.15E-03 28.6 � 0.11E-03 0.630 0.645 2 .4 0.648 I 0 .11E-03 0.98E-04 -14.3 � 0.11E-03 0.648 �.645 -0.3 0.665 I 0 .49E-04 0.49E-04 0.0 � 0.49E-04 0.665 0. 667 0.3 0.682 I 0 .33E-04 O.00E+00 -100.0 I 0.33E-04 0 .682 0. 670 -1 .7 Maximum positive excursion = 0.046 cfs ( 7.8%) occuring at 0.590 cfs on the Base Data:preeast.tsf and at 0.636 cfs on the New Data:eout.tsf Maximum negative excursion = 0.096 cfs (-34 .30) occuring at 0.280 cfs on the Base Data:preeast. tsf and at 0.184 cfs on the New Data:eout.tsf ---------------------------------- Route Time Series through Facility Inflow Time Series File:posteast.tsf Outflow Time Series File:eout Inflow/Outflow Analysis Peak Inflow Discharge: � , 90 CFS at 6 :00 on Jan 9 in Y"ear � Peak Outflow Discharge: 2 .21 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.12 Ft Peak Reservoir Elev: 458.12 Ft Peak Reservoir Storage: 118215. Cu-Ft . 2 .714 Ac-Ft Flow Frequency Analysis Time Series File:eout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- ----Flow Frequency tinal,isis- ----- - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.673 2 2/09/O1 20:00 2 .20 7 . 11 1 100.00 0 . 99C 0.164 7 12/29/O1 10:00 0.673 6.69 2 25.00 0 . 960 0 . 505 4 3/06/03 22 :00 0.572 6 . 11 3 10. 00 0 . 900 0 . 148 8 �i�26;0� 7 : G0 0 . 505 5 . 81 - S . OU 0 . 800 0 . 177 6 1/08/05 2 :00 0 .408 5 .47 5 3 .00 0 . 667 0.408 5 1/18/06 23 :00 0 . 177 4 .55 6 2 . 00 0.500 0.572 3 11/24/06 8:00 0 . 164 3 . 87 7 1.30 0.231 2.20 1 1/09/OS 10:00 0.148 3.19 8 1.10 0.091 Computed Peaks 1.69 7. 06 50 . 00 0 . 980 Flow Duration from Time Series File:eout.ts� Cutoff Count Frequency CDF Exceedence Probability CFS % % % 0.010 35422 57.766 57.766 42 .234 0.422E+00 0.029 4693 7.653 65.419 34.581 0.346E+00 0 .047 4818 7.857 73.276 26.724 0.267E+00 , 0.066 4382 7.146 80.422 19.578 0.196E+00 0.085 3756 6.125 86.548 13.452 0.135E+00 0.104 2974 4. 850 91.398 8.602 0. 860E-01 0.123 1842 3. 004 94.401 5.598 0.560E-01 0 .142 1431 2.334 96.735 3 .265 0.326E-01 0 .161 979 1.597 98.332 1.668 0.167E-01 0.180 740 1.207 99.538 0.462 0.462E-02 0.199 41 0.067 99.605 0.395 0.395E-02 0.218 15 0.024 99.630 0.370 0 .370E-02 0.237 16 0.026 99.656 0.344 0.344E-02 0.256 1a 0.016 99.672 0.328 0.328E-02 0 .275 8 0.013 99.685 0.315 0.315E-02 0.294 7 0.011 99.697 0. 303 0.303E-02 0.313 18 0.029 99.726 0.274 0.274E-02 0.332 11 0.018 99.744 0.256 0 .256E-02 0.350 14 0.023 99.767 0.233 0_233E-02 0.369 25 0.041 99.808 0.192 0.192E-02 0.388 23 0.038 99.845 0.155 0.155E-02 0.407 22 0.036 99.881 0.119 0.119E-02 0 .426 9 0.015 99.896 0.104 0.104E-02 0 .445 S 0.013 99.909 0.091 0.913E-03 0 .464 4 0.007 99.915 0.085 0.848E-03 0.483 5 0.008 99.923 0.077 0.766E-03 0.502 6 0.010 99. 933 0.067 0 .669E-03 0.521 8 0.013 99.946 0.054 0 .538E-03 0.540 7 0.011 99.958 0.042 0.424E-03 0.559 5 0.008 99.966 0.034 0.342E-03 0.578 5 0_008 99.974 0.026 0.261E-03 0.597 2 0.003 99.977 0.023 0.228E-03 0.616 3 0.005 99. 982 0.018 0.179E-03 0 .635 2 0.003 99.985 0. 015 0.147E-03 0.653 4 0.007 99.992 0. 008 0.815E-04 0 .672 4 0.007 99.998 0.002 0.163E-04 �.. �--.� _ - :+ . � _, ' � ``---=_�- �t�:arqet.��ur x �I ---�;--_. - �-� ;. ;►- , <- t. l:� - ir _ `� �,� � � .'� K,� �� = ao a �., �.� � �, �ti. _- ,� 5 + � y . _ � �'1�' � �� 00 �_ � '-s� -�`---�'__ �- - --� �,a - �_�:, -� � � � � � � - + - Probability Exceedence + _ , � � i_ _`� � � �� 1 � �-; - POND FREQUENCY / DURATION COMPARISON H:�'ENDELL ('ORE PROJF.CT ?�'O. 04009 . Actual POND VOLUME CALCULATIONS CORE PROJECT NO. 04009 PROJECT NAME: EVENDELL ELEVATION INCREMENTAL TOTAL VOLUME VOLUM SF CF CF �� - - — 459.0 27600 -- ,��.. - � z�. . � � _ 26,450 154,210 458.0 25300 �-- -� _�.f -mm. ~~ �� 46 00 127,760 * 456.0 21500 � p� , ._ . 21,100 80,960 _� _._ _ 455.0 20700 __._ �_ - 18,600 59,860 � _� �_ � 454.0 16500 = �-� � .:_ � � .� T 29,500 41,260 452.0 000 11,760 11,760 451.0 10520 � i= �-_ ` _ O _ _ � = 22,240 �* R_ . 1.0 10520 ._ - _ a _- _-a_�-- r �.�,_ -.: � 9,520 22,240 450.0 8520 , � � - �. =�� -- 12,720 12,720 ' 448.0 4200 -� � ; * = Total Live Storage in Pond ** =Total Dead Storage in Pond 5-�e., �'1L�r S`� � �/�-- .:��.-� � S-��`d� �, KG ��' East Basin �'etond Overflo�� Elevations The np �mary overflo«� for the pond is the riser pipe��vithin the control structure. The �vater surface elevation above the riser for the 100 year developed flo«- is calculated assuming all orifices are plugged. To pass the 100-year return period stornl, 3.90 cfs, through a 18" overflo�v riser�vill require 0.47 feet of head (From Figure 5.3.4.H in the 1998 KCSWDM: Q��-eir= 9.739DH3�� 3.90= 9J39(1�/12)H"� � H = 0.41 feet). The primary overflo�� elevation would therefore, be equal to the elevation of the top of the riser plus the amount of head required to pass the 100-year return period storm, Ele�-. 4�8.00 + 0.41 feet=Elev. 458.41. The secondary overflow far the pond is the jailhouse �veir located on the control structure catch basin. To pass the 100-year return period storm at 0.41 feet of head, a minimum 4.60-foot v��ide jailhouse weir will be required. The jailhouse��veir is analyzed as a notch weir using the following equation: Q=C (L-02H)H3�� «here Q= flow (3.90 cfs) C = 3.27 + 0.40H/P H=head above«�eir(0.41 ft � Use Same Head as Req'd Head Over Riser) P = depth of storage at weir(Ele�-. 458.0—Elev. 450.0= 8.0 feet} L= length of the riser(ft) An emer�ency o`-erflo«� spillway will be installed and constructed also as a 12-foot ��ide access road to the control structure. The emergency overflo�v/access road will be surfaced �vith asphalt. The emergency overflow spillway��ill be located at the primary and secondary overflow elevation 458.41. The 12' wide spilh�-ay can accommodate the 100-year return period flo��J of 3.90 cfs at a head of 0.2'. Qioo=C (2g}�'� [(2l3)LH3i2 + (8115)(Tan 8)HS`�] ��here Q�r�o =peak flow (3.90 cfs) � '� C =0.6 ' � G = 32.2 ftlsec` �� H =head abo�-e weir ' L=length of weir(12 ft) I 0 = angle of side slopes (Tan 6 = 10) ! 3.90=0.6 (2*32.2)�'� [(2l3)(12)(H)3''` + (8I15)(10)(H)''�) �� H= 02, I C. VVater Quality Volume Calculations Per the Water Quality Applications Map, Basic Water Quality Treatment shall be utilized to mitigate for the developed storm drainage flo��s. The wet portion of the wetpond and wetvault will satisfy this requirement. The required volume will be designed per KCSWDM Section 6.4.1.1. The following variables were used in the calculation: Volume Factor(fl =3 Rainfall =0.039 feet or 0.47 inches Area= developed basin Where A; = area of impervious surface (s� At�= area of till soil covered with grass (s� Atf= area of till soil covered with forest (s fl A-0= area of outwash soil covered with grass or forest (s� Vr= [0.9A; + 0.25A�g+ O.lAtf+ O.OIAa] * (R/12) � . Vb = fl'`Vr WEST BASIN Vb= 3*[(0.9)(1.30) + (0.25)(0.51)]0.039 * (43560sf/ac}=6,613 CF The dead storage portion of the wetvault is 4.06' deep and has a surface area of 17 feet by 96 feet. The dead storage therefore,has a volume of 6,626 CF which exceeds the required 6,613 CF. A minimum flow path length to width ratio of 3:1 is required for the ��ret portion of the vault. The average width is 17' and the length from inlet to outlet is 199'. The length to width ratio for the vault is therefore, 199'/1T = ll.7:1 which exceeds the required minimum 3:1. The sediment storage within the 1St cell was designed with 1' of average storage and the sediment storage within the 2"d cell was designed with 0.5' of average storage with bottom slopes within the vault sloping toward the exterior walls. See email on the follov��ing pages for allowance to slope the bottom toward the exterior walls rather than towards the center. The average bottom elevation within the lst cell is (465.44 + 465.59 + 466.29 + 466.44)/4=465.94. The top of the sediment storage within the lst cell is elevation 467.02. The average storage depth within the 1 St cell is therefore, 467.02 — 465.94 = 1.08' which exceeds the required 1' average. The average bottom elevation within the 2°a cell (following the 15`cell) is (466.94 + 46b.09)/2 =466.52. The top of the sediment storage within the 2°d cell(following the 15� cell) is elevation 467.02. The average storage depth within the 2°d cell (following the 15`cell) is therefore, 467.02 — 466.52 = 0.5', which is equal to the required 0.5' average. The average bottom elevation ��vith the 2°a cell(detention only) is (471.00 + 470.15)/2 = 470.58. The top of the� sediment storage �vithin the 2"`� cell (detention only) is elevation 471.08. The average storage depth within the 2�`� cell is therefore, 471.08 - 470.�R = 0.5', «�hich is equal to the rec�uired O.ti' average. EAST BASIN Vb= 3*[(0.9)(6.69) + �U.2�)(�.37)]0.039 �` (�1356Usf;ac) = 34,980 CF The dead storage portion of the wetpond has a volume of 37,311 CF which exceeds the required 34,980 CF. See Pond Volume Calculations spreadsheet in Section 4B of this report. A minimum flow path length to width ratio of 3:1 is required for the wet portion of the pond. Lengthening of the flow path for the wetpond was accomplished by installing interior berms that extend to the dead storage water surface. The average mid-depth elevation of the 2"`� cell of the dead storage is (El. 450+ El. 452.5)/2 = El. 451.25. For simplicity and since it is conservative, the widths along the flow path�vere measure along El. 451.5 (wider width) instead o f E1. 451.25. The width varied through the wetpond but averaged 39'. Measuring of the flow path length was also simplified and conservative. The length was measured beginning within the 2"d cell rather than the average between the two inlets within the 1 S`cell. The length from the beginning of the 2"d cell to the outlet is 257'. The length to width ratio for the pond is therefore, 2�T/39' = 6.6:1 which eYceeds the required minimum 3:1. RE: Evendell Vault Revision Page 1 of 1 CORE - Gina Brooks From: Hancock, Dave [Dave.Hancock@METROKC.GOV] Sent: Tuesday, July 20, 2004 7:08 AM To: CORE -Gina Brooks Cc: Walken, Jerry; Wong,Wylie Subject: RE: Evendell Vault Revision Gina, I have discussed your proposed revision to the vault design for the plat of Evendell�vith staff, and hai e deternuned that sloping the floor to��ards the exterior walls will not impact our ability to maintain the systemin the future. Sediment removal will be available through the access ports,also located along the exterior of the vault. I would recommend that Wylie document this revision by approving a minar field change,so the re�=ision will not be challenged when the project is inspected at later dates. If you need additional assistance please feel free to e-mail me or call me at 206-296-8230. Dave Hancock -----Original'_�Iessage----- From: CORE-Gina Brooks [mailto:grb w?coredesi ninc.com] Sent: Monday,July 19,2004 1:39 PM To: dave.hancock@metrokc.gov Subject: Evendell Dave, I am hoping you can help me document your appro�>al of the vault design for Evendell in regards to the bottom sloping towards the exterior walls rather than the interior. Per Jerry Walken,if I can get approval from maintenance for the sloping of the vault bottom towards the e�terior walls then Comment 3 under Title "Sheet C4_32"of the 1 st Review Comments will become non-applicable. Please reply to this email with your approval so that I may attach this email to my response letter for ��ylie«'ong's revie«. Thanks for your help. Gina R.Brooks.P.E. Core Design,Inc. 14711 NE 29th Place, Suite 101 Bellevue,WA 98007 42�-885-7877 42�-885-7963 (fa�) 7,20%'2004 L, ! �� —` � '_�•�•` t �'1 .� � �� - I ' �. SE t�E + :j,--� t. EOM04 � � � y+, '"` ✓1 f � __ � f• �� K . ^ �- � RKIAND f ��.-� � � � REDMOND � ,._._.J . .-. �� + � � ; l.�.l �--- 1 t ,�. 4 � � �_ r � � ` �. /I . YARROW -� I � HUW/S POfNT •��1,. ', POINT j i ' / � � ' f / . �.�.�.�:� I C�YDE � � . Hill "' I '� � ' i5 TTIE - ' � i � � _ ` �� AiEDINA' � _ _ c �..r- - �•,, �,_•.� �ELIEVUf : r'�;. a . , � � �._ ,"'j � � ' � . �' BEAu.' �� I � - A0.T5 ` '�1 � MFYCER �- � � � •� � � � ISLAND . � �r' N' ' � , � •�- j I�, .\ _ `-�,. ,�.�� I � � � ' —"� '' ^-��r - � j . :.- �::� I ;} - - ��` � .r;_:. � � f�Yr I- NEW STiE '�--�, i ��'� \�., � j f L--� - - - � '-. i' __ : �- ��o�Ax , ��'� ( � f.! �,._„ r � � � � �� ► � - �..� ; � - '� � �� ._ , ; . RENiON ' � . / � � � �� 6tlR1EN TUK IlA ` �� .�� ' J1 1 �\. \.J ` -�..�-�'' � � \ .� ICOR►1AKD � � � .... _. � r� - ikRK SE�TAC � � (..� � '' - . _ . �__ (I � \ .�� . � ' (� I .� , �• .. I � - �� ---- � ( � .+ - . � , , . , ES MOIHES �� v � '�� r��t. _ , ,,, KENT i` •,.�-'—�.; KING COUNTY � I WATER QUALITI�� ` �� -� � '? APPLICATIONS ��IAP nd ��— - i r' EVENDELL � CORE PROJECT NO. 04009 ., . � •i . , . r r � � � �'�� 6.4.1 WE'TPONDS—BASIC AND LARGE—METHODS OF ANALYSIS I FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN IlVCHES (FEET� ST 1.0/ � 1 2 ST 1.1 - - _ ST 1.0 LA 0.8 LA. p.9 � 1.0 ` '` - J - �y ._., .,,. , �- ,r, �' --- ! � �� r � ' '�' — .�;i �, ; _ �. � �;: _ , 1 , =, . , a , _ _.�_�-�� ` t, - � i � �� u2I�{-_`. 47 � .�� 4 �i T,(. .^� � -—�`� �^F� � � � � � '� � � �' �. �. . �•, � • `� i " / a .:1 =� ��i.... .4 ,.-_ j : J �� 5 -! 'L' r� r E i � � �, =��J� ' ^�__.: ;` � ` ��t�`,F-� �"_ i �� ' � i ,� ;�� . ; 'a - ��.-.,±� " '� � -; `-�-�� _ , i : , ..� �_: _ _ `–g ; � =�:. �--`;. I� ,7: ��.�—r�-- � _ elllacc�'`L'. / �. L�..S 'O .:�� '�_' � II �� 1�. 1 ' . '��, t' ""::`� `� I ; I -_ F l ; �� -��'� ---=r�1•� �� - � �-� --� - ; ; ., , � _ � - ' '��. � ,----. :. , ,- _ , � . ' �� , , J y�� ' ;:Y �� _ K 1 j I .1 1 �✓-� .-._/ ' � � �� .,1 J - ' " 7 �— � . _i e7 ,'`' �`. ` �I �Y i ; / �� "\�� \ �n �. .. I �r �..i � - - p . ' �� , I 'i - 1 y ...' `�� - �+ ,= t�' ' ___/' S i, � \'�� . �, �: � ';�' ``� --t� ° �j. � � � '1 � -`.yh j + .�t j_,---- � • '_ j __-.. I, '� � � � �-.� �� i�� '.` Q `_ � � ` '` �' '=•� � 4`\ � Q � �� .. _ �, r�, �'� __; � �, - Puo�c q - � sema � Q . _ _, --.__� _ Jr',^,�.� c,� =:��\ `� � P ,=- - ,� . � `'J `'�^� D, i�: �!`�-�--�'` i _ ,e�,�Y 0�� 0.54" . `-O , _ co. o�5, � ;,� 8 � 1 �` b c `�—_ _ - �,.� _ ,.x.._� :��,.. ; 0.47" ; (0.039' ) � �� . , \ � _ t _� Incorporated Area -�� =_—� �� River/Lake 0.47" �� y � i--�- — Major Road (0.03 9' ) 0.5 2" 1�-. �--� (0.043' ) � 0.65" ` NOTE:Areas east of the eastemmost isoplwial should use 0.65 0_5 6" (6.0 S 4' ) inches unless rainfall data is availa6le for the location of interest {0.047' ) 2�The mean armual stortn is a conceptual stortn found by dividing the annual preciprtation by the trnal number of stortn eveMs per year result, generates large amounts of runoff. For this application, till 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 till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are ciassified as till soils include a few B, mos[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 5. CON�'EYANCE S�'STEI�i ANAL�'SIS �ND DESIGN: ON-SITE DRAINAGE SYSTE11�1 ��I The conveyance system for the site��-as designed for both the 25-year, 24-hour storn� and the 100-year, 24-hour storm. A backwater analysis sheet was generated for both the ?�- year and 100-year return period storms. Total flo��s from each basin and upstream tributary area using 1�-minute time steps��ere calculated. The inputs to calculate the total flows ��-ere the same for the West Basin and Upstream Tributary Area (See Section 4 of this report)but, varied for the East Basin. The total flo��s calculated for the East Basin excludes the Storm and Recreational Trac�ts (Tracts L &M) since these areas do not enter the conveyance systcm. The inputs used for the KCRTS anal}�sis foi- the East Basin is stimmai-ireci in the table belo��-: REVISED EAST BASIN Total area= 8.94 acres DEVELOPED CONDITIONS (deastl5) GROLJND COVER AREA(acre) Till-Grass (Landscaping) 2.25 Impervious 6.69 The VVest Basin flo«� frequency analysis is attached as dwestl�.tsf. The total KCRTS 2�- year return period flow and the100-year return period flow far the V�'est Basin are 1.?R r t�� and 1.79 cfs consecutively. The East Basin flo�� frequency analysis is attached as deastl5.ts£ The East Basin Upstream Tributary flow frequency analysis is attached a upeastl5.tsf. And the combination ofboth time series for onsite and upstream areas t the East Basin is attached as postel5.ts£ The total KCRTS 25-year return period flo�� and the 100-year return period flow far the East Basin are 6.54 cfs and 9.06 cfs consecutively. For simplicity, large basin areas going to multiple catch basins ��-ere used. Far the West Basin, it was simply assumed that the total flo��s for the entire basin enter all drainage pipe. Flo«-s for the large areas within the East Basin were simply calculated as a portion of the overall 15-minute flo«-s based on the area ratio. There will be four large basins delineated for the East Basin. See Catch Basin Subbasin Map on the following pages. The flo��s for each subbasin is calculate�d belo�v. Subbasin Subbasin Percent �5-year r Percent 100-year Retuni Area ' Area/East Basin Return Period Period Flow � Flow j Basin A 0.51 AC 0.51/8.94 = 5.70°/o*6.54 = 5.70%*9.06 = 0.52 cfs � 5.70% '� 0.37 cfs Basin B 0.80 AC 0.80/8.94= ' 8.95%*6.54 = 8.95°/a*9.06 = 0.81 cfs 8.95% 0.59 cfs Basin C 3.87 AC 3.87/8.94 = 43.29%*6.54 = 43.29%*9.06 = 3.92 cfs 43.29% 2.83 cfs ' Basin D 3.76 AC 3.76/8.94 = 42.06%*6.54 = 5.70%*9.06 = 3.81 cfs ' 42.06% 2.75 cfs Total 8.94 AC 8.94/8.94 = 6.54 cfs 9.06 cfs 100% The tailwater elevations within the wetpond and weri�ault«-ere derived from the KCRTS outfall information (wout.tsf and eout.ts�. The taih�Tater elevations within the wetvault for the 25-year and 100-year return periods are El. 477.62 and El. 478.50 consecutively. The tailwater elevations within the wetpond for the 25-year and 100-year return periods 'I are El. 457.69 and El. 458.11 consecutively. Ij The backwater analysis was performed to ensure that during the 25-year design storm, the II maximum water surface elevation in each structure did not exceed an elevation equal to 0.5' less the rim and during the 100-year design storm, ensuring that if the maximum water surface elevation does exceed the rim, topography of the basin would allow the overflow to be conveyed to the next downstream catch basin or the topography«�ould allow for ponding without causing structural damage. � During the 25-year, the headwater elevations do not exceed 0.5' less the rim. During the 100-year, the headwater elevations exceed CB 3 and CB 31 rims. Overflow over CB 3 will simply drain to the next dow�nstream catch basin. Drainage overflowing CB 31 ��ill pond and overflo«� the cro`��n of the road before jumping the curb and flo�i- to the next downstream catch basin. BACKN'ATER CALCU�-ATIONS OB NAME: EVENDELL PREPARED 61': G.8rooks ( OB�ti�IBER: 04009 DESIGN STOR�f: 25 YEAR EN7'RANCE ETTRANCE ERIT OUTLET INLET APPROACH BESD JUNCIION P[PE PIPE �3AN1V7NG'S OUTLET 1�LET PIPE FLOR' VELOCITY TAILH'ATEA FRICTION HGL NEAD HEAD C01'TROL CO'VTROL �'ELOCIT}' HEAD HEAD HEADWATER FROM TO FLOR' LENGTH D1A. n ELEYATION ELEVATION AREA VELOCITY HEAD ELEYATION LOSS ELEVATTO\ LOSS LOSS EI.E�-ATION ELE�ATION HEAD L06S L06S ELEVATIOF CB CB (CFS) (FEET) (IT) VALl1E (FEET) (FEET) (SQ ET) (FPfSEC) (FEET) (FEET) (FEET) (FEE'1� (FEET) (FEE7') (F'EET) (FEET) (FEET) (FEE'I) (FEETI (FEET) RIM EL SB 4 0.37 206 1^ 0.012 454.0' 455.10 OJ9 0.47 0.00 458.57 0.02 458.59 0.00 0.00 4SR.Sy 456.10 0.00 0.00 l'.00 458.59 462.OG 4 3 037 RO 12 OAl2 455.10 45630 0.79 0.47 0.00 458.59 0.01 458.60 0.00 0.00 458.60 457.30 0.00 �.00 0.00 458.60 45930 SA 5 6.1? 58 18 U.012 448.50 453AI 1.77 3.49 0.19 457.69 0.17 457.86 0.09 0.19 458.14 454.51 0.12 0.1? 0.!19 458.28 463.4] 5 SB 3A2 90 15 0.012 453.34 456.00 1.23 2.'9 0.12 458.26 021 458.50 0.06 0.12 458.68 45Z25 Q12 0.00 0.01 458.57 46556 5 6 2.i5 50 12 0.012 453.51 459.42 OJ9 3.50 0.19 45g,?g p25 4(0.42 0.10 019 460.71 ACi0.5'_ 0.19 0.25 O.GO 560.7? 463.15 6 7 2.75 24 12 0912 459.42 459.66 OJ9 3.50 0.19 460.77 0.12 460.69 0.10 0.19 461.11 460.81 U.19 0.25 O.�x1 46L23 463.15 7 R 2.75 44 12 0.012 459.66 459.88 OJ9 �.50 0.19 4F7�3 0.22 461.46 O.ln 0.19 a61.74 461.(W 0.19 0.10 O.�10 461b5 46336 8 9 2.75 142 12 0.012 459.R8 462.15 0.79 ?.50 0.19 461.65 OJl a63.15 0.10 0.19 463.44 46330 O.19 0.01 0.11 46336 466.16 9 10 2.75 26 12 0.012 46^_.15 462.83 0.79 3.50 019 463.36 0.13 463.83 0.10 0.19 464.12 463.97 0.00 0.00 0.00 4Cr3.12 46633 9 11 2.75 102 l2 0.012 462.15 464.50 0.79 3.50 0.19 46336 0.51 465.50 0.10 0.19 465.79 465.65 0.19 O.1R 0.11 465.g8 46623 11 12 2.75 16 I^< 0.012 4Cr1.50 464.66 039 3.50 0.19 465.88 0.08 465.96 010 019 466.24 465.R1 0.00 0.00 0.00 46624 468.73 11 13 2.75 53 12 0.012 464.50 465.56 0.79 3.50 0.19 465.88 0.27 46(+.56 0.10 0.19 466.85 466.71 0.19 0.22 O.ib 466.88 46930 13 l4 2J5 24 12 0.012 465.56 465.80 0.79 3.50 0.19 466.88 0.12 467.00 0.10 019 46728 466.95 0.19 0.25 0.00 46,'34 469.30 14 IS 2J5 183 12 U.Ol2 465.80 471.29 0.79 3.50 0.19 46^,34 092 47229 0.10 0.19 472.58 472.43 0.19 0.14 O.��J 472.53 474.76 IS l6 2.75 26 12 OAl2 47129 471.55 0.79 3.50 019 47'.53 0.13 47266 0.10 0.19 47295 472J0 0.00 0.00 O.GO 472.95 475.08 SB ]' 3.42 32 15 0.012 456.00 462.98 L23 2.79 0.12 4Sg2g p.08 46423 O.OG 0.12 4(a.41 464?3 0.12 0.00 O.Cr7 46t36 466.7E 17 18 3.42 24 12 0.012 463.23 463.47 OJ9 435 029 4lv1.36 0.19 461.55 0.15 029 464.99 46i.89 a29 0.00 0.00 4G4.69 466J6 18 19 3.42 ll 12 OAl2 463.47 463.80 0.79 4.35 0.29 463.69 0.09 4tit.80 0.15 029 46524 465.2] 4.00 O.W 0.00 465.24 46739 17 2U 3.42 73 15 OAl2 462.95 465,46 ].23 2.?9 O.12 4fi4.36 Q17 466.71 0.06 0.12 466.R9 466.71 0.29 0.02 0.07 466.6R 469.42 20 21 7.42 24 ]2 0.012 465.71 465.95 0.79 435 0.29 466.6R 0.19 466.95 O.IS 0.29 46739 4673,' O.W 0.00 0.00 46'.39 469.42 20 22 3A2 81 12 OAl2 46591 46R'I 0.'79 435 Q29 466.68 0.63 469.71 0.15 0.29 4?0.15 470.12 029 0.07 O.CO 469.93 47224 22 23 3.42 90 12 0.012 46R.71 47L05 OJ9 435 �29 469.93 0.70 472.05 0.15 Q29 472.49 472.46 0.29 OAS 0.16 472AI 474.57 23 24 3.42 24 12 0.012 471.05 4i1.53 0.79 4.35 0�9 4?2.41 0.19 4'72.60 Q15 0.29 473.04 472.94 0.(l0 0.00 0.(0 473.04 474.55 23 25 3.42 21 12 0.012 471.05 471.68 OJ9 435 0.29 472.41 016 472.6R 0.15 0.29 473.12 4?3.09 029 0.02 0.16 473.01 47522 � 25 26 3.42 24 12 0.012 471.68 47192 0.79 435 029 473.01 0.19 473.19 0.15 0.29 493.64 47334 0.00 0.00 0.00 473.64 475.43 , 25 27 3.42 99 12 O.D12 471.68 474.16 0'9 435 029 473.01 0.7; 475.16 0.15 029 475.60 475.57 0.00 0.00 0.(W a7S.60 477.66 23 ?S 3.42 ll2 12 0.012 471.05 47'_J3 0.79 435 029 472.4] 0.87 473.73 0.15 0.29 474.17 474.15 0.29 0.00 O.QO 473.88 476.55 28 :9 3.42 142 12 0.012 472J3 474.14 0.?9 435 0.29 47?.SR 1.10 47514 0.15 0�9 4?5,5g 4',5.56 Q29 0.06 O.QO 47535 479.0? 29 30 3.42 28 12 0.012 474.14 4742A 0.79 435 0.29 47535 0.22 475.56 0.15 U.29 476.01 475.70 0.01 0.17 035 476.52 47922 30 31 3.42 29 12 0.012 475.66 476.24 0.79 435 029 47652 0:23 477.24 O.IS 0.29 477.68 477.65 0.00 0.00 0.00 477.65 479.25 30 32 0.59 293 12 0.012 47428 475J5 0.79 0.'S 0.01 4',6.52 0.07 476.75 0.00 0.01 476J6 476J5 0.01 OAl 0.00 476J7 491.04 32 33 0.59 18l 12 0.012 475]5 476.66 0.79 OJS 0.01 476.77 0.04 47'.66 0.00 0.01 477.67 477.66 0.01 0.00 0.00 477.67 486.52 � �I 33 34 0.59 67 12 0.012 476.66 477.00 OJ9 0.75 0.01 477.67 0.02 478.00 0.00 QOl 478.01 478.00 OAl 0.01 O.LvJ 478.0^ 480.60 � 3q 35 0.59 20 12 0.012 477.00 477.20 OJ9 0.75 OAl 478.02 0.00 47R.20 O.W 0.01 478.21 478.20 O.W 0.00 0.00 47821 4R0.60 ' 33 36 0.59 150 12 0.012 476.6(, 477.7] 0.79 0.75 0.01 477.67 0.03 478.71 O.iYJ 0.0] 47SJ2 47R.71 0.01 O.W 0.00 478.71 483.R1 36 3fiA 0.59 15� 12 0.012 477.71 476.46 OJ9 0.75 0.01 478.71 0.03 479.46 O.Lxi OA1 479.47 479.J6 0.01 0.00 0.00 479.46 482.6A 36A 37 0.59 89 12 O.GI2 47R.46 4i891 0.79 OJS 0.01 479.46 0.02 479.91 0.00 0.01 479.92 479.91 0.00 0.00 0.f� 479.92 482.01 , 40A 40 1.26 16 12 0.012 470.02 475.19 �.79 1.63 O.O�l 477.62 0.02 477.64 0.0'_ G.04 477.70 4?6.19 0.04 0.01 O.C¢ 477.69 48210 40 40B 12R 16 12 0.012 477.94 478.2b 0.'9 1.63 0.(El 477.69 0.02 479.26 0.02 0.(W 47932 479.26 0.00 O.W p.(q 479.32 481.74 40 41 1.2R ]01 12 0.012 475.19 475.70 0.?9 ].63 0.l}1 477.69 O.11 477.R0 0.02 0.4t 477.86 476]0 0.04 OAS 0.0? 477.90 482.87 41 42 1.28 66 12 0.012 475.70 476.16 Q79 1.63 0.04 477.90 0.07 477.97 O.G2 0.04 478.03 477.16 0.04 0.05 U.00 478.04 478.99 42 43 1.28 34 12 0.01? 476.16 476.50 0.79 1.63 0.04 478.04 0.04 478.08 OA2 O.OA 478.14 4??.50 0.00 0.00 0.00 478.14 478.99 41 44 1.28 189 12 0.012 475.70 484.02 0.79 ].63 0.04 477.90 Q21 485.02 0.02 0.04 485.08 485.02 0.04 0.00 0.02 485.p6 q9Q12 44 45 1.28 30 l2 Q012 484.02 4R7A2 U.79 1.63 0.04 455.06 0.03 488.02 OA2 Q04 488.08 4RBA2 0.00 0.00 Q(YJ 486.06 490.12 44 46 1.28 78 12 0.012 484.02 484.41 0.79 1.63 0.04 485.06 0.08 485.41 0.02 0.04 485.4', 485.41 0.(YI 0.00 0.02 485.45 487.83 46 47 1.28 22 12 0.012 484AI 4R4.63 U.79 1.63 0.04 4R5.45 0.02 485.63 0.02 0.04 4R5.69 485.63 0.00 0.00 i�.00 485.69 487.83 46 48 L28 35 12 0.012 484.41 484.76 Q79 1.63 0.04 485.45 p,p.1 qg5.76 OA2 0.04 4R5.82 485.76 0.00 0.00 O.p) 485,82 4R7.R4 44 q9 1'S 172 I� 0.01'_ ari402 48'.9R �i.'9 LE3 t!.04 4dS.CY., 0.19 488.9R 0.02 0.6f 4fi9.rµ 4RR.9R 0.04 ODS O.C�I 489.06 491.81 ao �r� i ak ar� 17 D.ri12 4N7.9R 48RSR �l.?� LF-z n�:�4 489.(M 0.p3 4R9.58 0.02 O.OA 4A9.C,3 4fs9.58 0.00 0.00 LlGO 4R9.6M1 491JR BACKR'ATER('ALCI?LA710NS OB TA11IE: EVEFDELL PREPARED RF: G Broolcs I OB NUMBER: 04009 DESIGn STOILM: 100 YEAR E'VTRANCE ENTRANCE EXIT OUTLET INLET APPROACH BEA"D JUNC'f10N PIPE PIPE b1A!��:VItiGS OUTLE'f INLET PIPE FLO�i' VELOCIi'P T.4ILWATER FRICTIO\ HGL HEAD HEAD CONTROL CONTROL VELOCITY' HEAD HEAD HEADW-ATER FROM TO FLOR' LENGTH DIA. n ELEVATTON ELEVATION AREA YELOCITY HEAD ELEVATION LOSS ELEVA7'ION LOSS LOSS ELE�'ATION ELEVA770N HEAD LOSS LOSS ELEYATIOV CB CB (CFS) (FEE'1� (IN) VALUE (FEET) (FEE'1� (S FT) (F"IISEC) (FEET) (FEET) (FEET) (FEE7) (FEET) (FEET) (FEET) (FEE1') (FEE7� (FEE7� (FEETI (FEET) RIM EL SB 4 0.52 206 12 0.012 454.07 455.10 0.79 0.66 0.01 459.79 0.04 459.83 0.00 0.01 459,84 456.10 0.01 0.01 V.00 459.84 462.00 4 3 0.52 80 12 0.012 455.10 456.30 Q79 0.66 OA1 459.84 0.01 359.85 0.00 0.01 459.86 45730 0.00 0.00 0.00 459,g6 45930 SA 5 8,54 58 18 0.012 448.50 453.01 1'? 4.83 0.36 458.11 032 458.43 0.18 0.36 458.98 454.89 023 033 0.17 45925 46341 5 SB 4.73 90 15 0.012 45334 456.00 7.23 3.85 0.23 45925 0.4] 459.66 0.12 013 460.00 4S7�5 0.23 0.00 0.02 45999 465.56 5 6 3.81 50 ]: 0.012 453.5] 4S9A2 0.79 4.85 O.i7 45925 D.48 4b0.42 0.18 037 460.97 4C,�1.97 037 0.48 O.UO 461.09 463.15 6 7 3.R1 24 12 0.01^ 459.42 459.66 0.79 4.85 037 461.OJ 023 46132 0.18 037 461.87 J6L26 037 0.4R O.GO 461.98 A63.15 7 8 3.RI 44 12 0.012 459.G6 4S9.S8 OJ9 4.65 0.3? 461.98 L?42 4(,2.41 0.18 037 46^.9fi 461.18 037 0.19 Q00 462.7R 46336 8 9 3.81 142 12 0.012 459.86 462.15 0.79 4.85 0.37 46278 137 1(3.1_5 0.18 037 4(u3.70 463.?S 037 0.02 010 4[3.55 466.16 9 10 3.R1 26 12 0.012 462.15 4(2.83 0.79 4.85 0.37 464.55 0.25 4Cr1.81 0.18 037 46535 464.4' 0.00 0.00 O.W 46535 46633 9 11 3.81 102 12 OAl2 462.15 461.50 099 4.85 037 464.55 0.98 465.54 O.IS 0.37 466.09 466.10 037 0.34 0.20 466.27 46823 ll 12 3.81 16 12 0.012 464.50 4C�t.6C 0.79 4.85 0.37 366.27 0.15 466A2 0.18 037 466.97 46626 0.00 0.00 0.00 466.97 468.73 11 13 3.81 53 12 0.012 A64.50 4C,5.56 0.79 4.85 037 466.27 0.51 466.78 0.18 037 46733 467.16 037 0.42 0.00 46'.39 469.30 1? 14 3.81 24 12 0.012 465.56 4(5.80 0.'9 4.85 037 46'39 023 46'.62 0.18 0.37 468.17 46?.40 0.37 0.4R 0.00 46&28 56930 14 15 3.81 183 12 OAl2 465.80 47129 0.79 4.85 037 4C8.28 1.77 47229 0.18 037 472.£34 472.88 037 028 0.00 472.79 4?4.76 l5 16 3.81 26 t2 0.012 4'129 471.55 0.79 4.85 037 472J9 015 473.04 0.18 037 473.59 4?3.I5 0.00 0.00 Qfb 473.59 475.08 SB 1' 4,73 32 15 0.012 456.00 462.98 123 3.85 023 459.25 0.14 464.23 0.12 0.23 464.58 464.23 023 O.W 0.13 464.48 466.7fi 17 18 4J3 24 12 0.012 A63.23 463.47 0]9 6.02 0.56 4C.1.48 036 464.83 0.28 056 465.68 465.58 0.56 O.DO 0.00 465.12 46(iJ6 t8 19 4.73 11 12 OAl2 463.47 463.80 0.79 6.02 0.56 465.12 0.16 465.28 018 0.56 a66.13 465.90 0.00 0.00 ��Kl a66.13 46739 tt 20 4.73 73 t5 0.012 462.98 465.46 1.23 3.85 0.23 464.4R 033 466.71 Q12 0.23 46?.O(, 46(+.71 0.56 0.04 Q13 46C,.66 46942 20 21 4.73 24 12 0.012 465.71 465.95 0.79 6.02 056 4G6.66 036 467.01 028 OS6 467.R6 468.(X> 0.0(I 0.00 Qf� 468.06 469.42 20 22 4.73 81 12 0.012 465.71 468.71 0]9 6A2 0.56 46(,.K+ 1.20 469.71 02R 0.56 470.56 470.81 0.56 0.13 0.00 470.37 472^4 23 4.73 90 12 OAl2 468.71 4?1.05 0.79 6.02 0.56 47037 1.34 472.05 0.2R 0.56 472.90 473.15 0.56 0.10 031 473.00 474.57 23 24 4.73 24 12 0.012 471.05 47L53 0.79 6.02 0.56 473.W G36 47,3E 0.28 0.56 474.20 473.63 0.00 0.(� 0.00 474.20 474.55 23 25 4.73 21 12 0.012 471.OS 47L68 OJ9 6.02 0.56 473.00 0.31 47331 0.28 0.56 474.16 473J8 Q56 OA3 O.il 473.94 47.5.22 25 26 4.73 24 12 0.012 471.65 471.92 OJ9 6.02 0.56 473.94 0?6 47430 0.28 0.56 475.14 574.03 0.00 0.00 0.00 475.14 475.43 25 27 4.73 99 12 OAl2 471.68 474.16 0.79 6.02 0.56 473.94 L47 475.41 0.2R 0.56 476.26 476.26 0.00 0.00 0.00 4'626 47Z6! 23 2S 4.73 112 12 0.012 47L�5 472.73 0.79 6.02 0.56 47;.00 1.67 474.67 0.2R 0.56 475.51 474.84 056 0.01 0.00 474.95 476.55 2B 29 4J3 142 12 0.012 472.73 474.14 0.79 6.02 OS6 474.95 2.11 47Z0G 028 0.56 477.91 47625 0.56 0.11 000 477.4( 479.07 29 30 4J3 28 12 0.012 474.14 47428 0.79 6.02 0.5E 477.46 0.42 477.R8 0.28 0.56 47RJ2 476.39 0.02 0.32 0.68 479J0 47922 30 31 4J3 29 12 0.012 475.GC, 476.24 0.79 6.02 0.56 479.70 0.43 4R013 O.ZR OS6 4R0.98 47634 0.00 O.W 0.00 4R0.98 47y25 30 32 O.R] 293 12 0.012 47428 475.75 0.79 1.03 OA2 479.70 0.13 479.83 0.01 0.02 379.66 476J5 O.U2 0.02 0.(� 479.R6 491.04 32 33 0.81 18] 12 0.012 47575 476.66 0.79 1.03 0.02 479.86 0.08 479.94 0.01 OA2 479.97 47Z6fi 0.02 0.00 0.01 479.96 486.52 � 33 34 O.RI 67 12 0,012 476.66 477.00 0.79 1.03 0.02 479.96 0.03 479.99 0.01 0.02 480.0] 478.00 0.02 0.02 Q00 480A2 480.60 34 35 0.81 20 12 O.W2 477.00 477.20 OJ9 L03 0.02 4R0.02 0.01 4R0.03 0.01 0.02 480.05 47820 0.00 0.00 0.00 480.05 4RO.fiO 33 36 0.81 150 12 0.012 476.(� 477.71 0.79 1.03 0.02 479.96 0.07 480.Q2 0.01 0.02 4FO.G5 478.71 0.02 0.00 0.00 480.03 483.81 36 36A 0.81 150 12 0.012 477.71 47R.46 0.,'9 1.03 OD2 480.03 0.0^ 480.10 0.01 Q02 4R0.12 479.46 0.02 O.W 0.00 480.11 482.(.i 36.4 3? O.BI 89 12 O.U12 47R.46 47891 0.79 1.03 0.02 480.11 O.�kl 480.14 0.01 0.02 4R0.17 419.91 0.00 0.00 0.00 480.17 482.01 40A 40 1.79 ]fi 12 0.012 470.02 475.19 0.79 L2R 0.08 477.62 0.03 47Z65 0.(}i 0.08 47?JS 4i6.19 0.08 ROl 0.04 477.75 482.10 4p 4pB 1.79 16 12 0.012 477.94 475.26 0'9 228 0.08 477.75 0.03 47926 0.04 0.08 4793R 479.26 0.00 0.00 0.00 47938 481J4 40 41 1.79 ]Ol 12 0.012 475.19 475.70 0.79 2.28 OA8 477.75 0.22 477.97 0.04 0.08 4?R.09 476.70 0.08 0.11 0.(}l 47R16 482.87 4l 42 1.79 6Ci 12 0.012 475.70 476.16 OJ9 Z2R 0.08 478.16 0.14 478.30 O.Od 0.06 478.42 477.16 O.OR O.I1 0.00 478.45 478.99 42 43 1.79 34 12 O.Q12 476.16 476.50 0.79 2.28 0.08 478.45 0.07 478.52 0.04 0.08 478.64 477.50 0.00 O.W 0.00 478.64 478.99 41 44 1J9 189 12 0.012 475.70 484.02 0.79 2.28 0.08 47R.16 0.40 485.02 0.04 0.08 485.14 4R5.0'L 0.08 0.00 0.04 485.10 490.12 44 45 ].79 30 ]2 0.012 484.02 4R7.02 0.?9 2.28 0.08 485.10 0.06 488.02 0.04 0.08 488.14 486.02 0.00 0.00 n(q 488.14 490.12 44 45 ]J9 78 12 0.012 4R4.02 484.41 OJ9 '_'28 0.0fl 485.10 0.17 455.41 0.04 0.08 485.53 485.41 O.OS O.W O(Mf 485.50 4R7.83 46 47 1.79 22 12 n.oiz axa.a� 4R4.63 0.?9 218 OA8 485.50 0.05 4R5.63 0.04 Q08 485.75 485.63 0.00 0.00 O.W 4R5,7S 487.87 46 48 1.79 35 12 0.012 484.4] 4R4.76 0.79 2.28 0.08 485.50 0.0? 485J6 0.04 0.08 485.85 485.?6 0.00 0.00 O W 485.85 48?.84 S4 49 199 l72 12 0.012 4R4.02 487.98 0.79 2.28 0.08 485.10 037 485.98 O.fia O.OA 489.10 488.96 D.OB 0.11 p.0(1 469.13 491.R1 eo an i 7q �0 12 O.n12 487.98 4RR.SR 0.79 228 0.08 489.13 0,06 489.SR O.Od 0.08 489.70 4R9.58 O.OD 0.00 p.00 489.70 491.'R Flow Frequency Analysis Time Series File:dwestl5 .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 0.619 6 8/27/O1 18:00 1.79 1 100.00 0.99C 0.432 8 9/17/02 17:45 1.28 2 25.00 0.960 1.28 2 12/08/02 17:15 0.857 3 10.00 0.900 0.499 7 8/23/04 14:30 0 .726 4 5.00 0.800 0_689 5 11/17/04 5:00 0 .689 5 3 .00 0.66? 0.726 4 10/27/05 10:45 0 .619 6 2 .00 0.5G0 0.857 3 10/25/06 22:45 0 .499 7 1.30 0.231 1.79 1 1/09/08 6:30 0 .432 8 1.10 0.091 Computed Peaks 1. 62 50 . 00 Q. 9E0 Flow Frequenc� Anal��sis Time Series File:deastl5 .tsf Pro�ect Lccation:Sea-Tac ---Annual Feak Flow Rates--- -----Flo�.v Frequenc_, Analysis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3 .18 6 8/27/O1 18 :00 9.03 1 100.00 0.990 2 .22 8 9/17/02 17:45 6.52 2 25.00 0.960 6.52 2 12/08/02 1�:15 4 .40 3 10.00 0.900 2 .57 7 8/23/04 14:30 3 .71 4 5.00 0.800 3 .51 5 10/28/04 16:00 3 .5I 5 3. 00 0.667 3 .71 4 10/27/05 10:45 3 . 18 6 2. 00 0.500 4.40 3 10/25/06 22 :45 2.57 7 1.30 0.231 9_03 1 1/09/08 6:30 2 .22 8 1. 10 0_091 Computed Peaks 8 . 19 50 . 00 0 .980 Flow Frequency Analysis Time Series File:upeastl5.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 0.024 2 2/09/O1 17:15 0.039 1 100.00 0 .99C 0.007 7 1/06/02 2 :30 0.024 2 25 .00 0.960 0.017 4 3/06/03 18:30 0.018 3 10.00 0.900 0.001 8 3/08/04 22:45 0.017 4 5.00 0.800 0.011 6 1/05/05 7:30 0 .015 5 3 .00 0.657 0.018 3 1/18/06 20:15 0.011 6 2 .06 0 .500 0.015 5 11/24/06 4:15 0.007 7 1.30 0 .231 0.039 1 1/09/08 9:30 0.001 8 1 .10 0 . 091 Computed P`aks 0 .034 50 . 00 0 . 980 Floi,i Frequency Anal•ysis I Time Series File :�ostel5 .tsf Project Location:Sea-Tac ---:�arnual Peak :lo��. Rates--- - - Flc�,, Frequ�..cy " --- , A^ ynal',Sls------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob I (CFS) (CFS) Period 3 . 18 6 8/27/01 18:00 9.06 1 100.00 0. 990 2 .22 8 9/17/02 17:45 6 .54 2 25. 00 0. 960 6. 54 2 12/08/02 17 :15 4 .40 3 10. 00 0. 900 2. 57 7 8/23/04 14:30 3 .71 4 5. 00 0.8G0 3 .51 5 10/28/04 16:00 3 .51 5 3_00 0.6E? 3 .71 4 10/27/05 10:45 3 .18 6 2. 00 0.5G0 4 .40 3 10/25/06 22 :45 2 .57 7 1.30 0.2�1 9.06 1 1/09/08 6:30 2 .22 8 1.10 0.091 Computed Peaks 8.22 50. 00 0. 980 I I Flow Frequency Analysis Time Series File:wout.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 0.120 2 2/09/O1 20:00 0.222 7.42 1 100.00 0.990 0.032 7 12/28/O1 18:00 0. 120 6 .54 2 25.00 0.960 0.086 5 3/06/03 22:00 0. 107 5 .87 3 10_00 0.900 0.030 8 8/26/04 7:00 0.087 5.07 4 5.00 0.800 0.057 6 1/05/05 15:00 0.086 5.01 S 3.00 0.667 0.087 4 1/18/06 23 :00 0.057 3.91 6 2.00 0.500 0.107 3 11/24/06 7:00 0.032 3.29 7 1.30 0.231 0.222 1 1/09/OS 11 :00 0. 030 2 .77 8 1 .10 0 .091 Computed Pea}:s 0 . 1�� 7 .-�� 50 . 00 0 . 98C �:J�i� ��.��, � ��: � � ! I � `�; -t �:•`��I _�---� "J. �,� � � ��.�.�:� - ��► . ��'> � �7.��-- �� ,�.`�� y�,�, `1,� �;,�: _� EOUT.PKS Flow Frequency Analysis Time Series File:eout.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 0.673 2 2/09/O1 20:00 2.20 7.11 1 100.00 0.990 0.164 7 12/29/O1 10:00 0.673 6.69 2 25.00 0.960 0. 505 4 3/06/03 22:00 0.572 6.11 3 10.00 0.900 0.148 8 8/26/04 7:00 0.505 5.81 4 5.00 0.800 0.177 6 1/08/05 2:00 0.408 5.47 5 3.00 0.667 0.408 5 1/18/06 23:00 0.177 4. 55 6 2.00 0. 500 0. 572 3 11/24/06 8:00 0.164 3.87 7 1.30 0.231 2.20 1 1/09/08 10:00 0.148 3.19 8 1.10 0.091 Computed Peaks 1.69 7.06 50.00 0.980 25-year water surface = 451.0 + 6.69 = 457.69 100-year water surface = 451.0 + 7.11 = 458.11 Page 1 ' OFF-SITE DRAINAGE SYSTEM Some culverts along SE 136`h Street and 160`h Avenue SE were relocated, added, and/or replaced. Also, due to proposed shoulder installation along 160`h Avenue SE, the existin�� ditch along the west side of the road was relocated behind tr,e proposed shoulder. A tightlined bypass storm drainage was installed just upstream of the discharge location for the proposed wetpond and downstream past the proposed Nichols development. The off- site drainage system�vas sized to con�-ey the 25-year and 100-year flows calculated in the Level 3 Downstream Drainage Analysis by Haozous Engineering, dated August 26, 2002. See Section 6 of this report for a copy of the report. For simplicity and since some of the culverts that ��ill be reconstructed for this project will be temporary, the Liberty Grove development frontage improvements will include installation of a new storm drainage system, those culverts were sized based on an assumed free flow condition through the culvert for the 100-year, 24-hour peak flow. All other permanent culverts were initially analyzed to verify headwater elevations are no more than 2 times the diameter for 18"diameter pipe or less and no more than 1.5 times the diameter for pipes exceeding 18" for the 25-year peak flo�v per Section 4.3.1 and Section 1.2.4.1 of the 1998 KCSWDM. The headwater elevations��ere then checked to verify the headwater elevations are contained within the proposed ditch cuh-ert system during the 100-year peak flow. The new temporary culvert that crosses under 15�`h Avenue SE on the iiorih side of 136`}' Avenue SE was sized based on the 100-year flow rate from tributary area el delineated in the Level 3 analysis. The 100-year flow rate is 7.10 cfs. The minimum culvert size at a slope of l.l% is a 15"to convey the 100-year flow rate at freeflow conditions. Q(full) _ 1.49/n*A*RZ'3*S1`z, from nomograph fig. 4.2.1.F, velocity in pipe will be approx. 6.0 fps. The new temporary culvert that crosses SE 136`h Street along the west side of 160`h Avenue SE was sized based on the 100-year flow rate from tributary areas e 1 and e2 delineated in the Level 3 analysis. The 100-year flo«rate is 20.33 cfs. The minimurn culvert size at a slope of 0.7% is a 24"to convey the 100-year flow rate at freeflo«� conditions. Q(full) = 1.49/n*A*R�"*Sl�'` _ (1.49/0.012)(�/4*2') (1/2)�`�(0.007)i"`— 20.56 cfs > 20.33 cfs. The new ditch that runs along the ��est side of 160`1i Avenue SE was sized based on the 100-year flow rate from tributary areas e 1, e2, and "exeast" delineated in the Level 3 analysis. The 100-year flow rate is 22.46 cfs. The ditch will not need to be rock-lined since the flows within a vegetated ditch would be less then 5 fps. See attached excel spreadsheet labeled 160`h Rock-Lined Ditch Analysis on the follo«�ing pages. A V-ditch at a minimum slope of 2.5%can carrv the required flo�� at 1.32' depth. The V-ditch ��-i11 be designed �vith a depth of 1.>'. I The ne�v permanent culverts that run along the west side of 160`h Avenue SE at the southern end of the site were sized based on the flow rates from tributary areas el, e2, and "exeast"delineated in the Leve13 analysis. The 25-yearand 100-year flow rates are 18.32 cfs and 22.46 cfs consecutively. The minimum culvert size at a slope of 0.9% is a 24" to convey the 100-year flow rate at freeflow conditions. Q(full) = 1.49/n*A*RZ'3*S�'2 = (1.49/0.012)(�/4*2�) (1/2)213(0.009)�'�= 23.31 cfs > 22.46 cfs. The culverts were checked for inlet control to verify headwater compliance with the 1998 KCSWDM. The outlet is not submerged and therefore, does not affect the headwater elevation at the intake. The equations used for the inlet control analysis are listed on page 4-37 of the 1998 KCSWDM. 25-Year Peak Flow: Q/AD°�'= 18.32/[(�/4)(2)�(2)°�'] =4.12 > 3.5 � SUBMERGED CONDITION HW/D = c(Q/AD°�')2 +Y-O.SS Per Table 4.3.1.A: c =0.0398 & Y = 0.67 (circular conc with sq. edge with headwall) HW/D = 0.0398(4.12)2 + 0.67-0.5(0.009) = 1.34 < 1.5 � OK 100-Year Peak Flow: Q/AD°'= 22.46/[(�/4)(2}2(2)0�5] = 5.06 > 3.5 � SUBMERGED CONDITION HW/D = c(Q/ADo.s�z + Y-O.SS ' Per Table 4.3.1.A: c = 0.0398 &Y =0.67 (circular conc with sq. edge with headwall} HW/D = 0.0398(5.06)Z + 0.67-0.5(0.009) = 1.68 H��V = 1.38*2 - 3.3T The tightlined system that runs alon�the ��est side of 1 GO`h Avenue SE downstream of the most southerly junction catch basin that captures flows from the future Nichols development was sized based on the 100-year flow rate from tributary areas el, e2, e3, and "exeast" delineated in the Level 3 analysis. The 100-year flow rate is 23.38 cfs. The minimum culvert size at a slope of 1.0°/a is a 24". Q(full) = 1.49/n*A*Rz�3*Si'2 = (1.49/OAl2)(�/4*22) (1/2)2'3(0.01)''Z= 24.57 cfs > 23.38 cfs. Since drainage is already in a tightlined system, it is not necessary to calculate the headwater elevation at the inlet. Also, the outlet is not submerged and therefore, does not affect the headwater elevation at the junction catch basin. _.. .. 16U'I'H RC)CK LINELl DIT'CI� AN�L�SIS �� _ _ DITCH DATA: BOTTOM WIDTH(FT)= 0.00 JOB NAME: EVENDELL ', LEFT SIDE SLOPE(L:1) 3.00 JOB#: 04009 RIGHT SIDE SLOPE(R:l 3.00 OPERATOR: J.A. Morin BOTTONI SLOPE(FT/FT 0.0500 DATE: 9/5/2004 1IANNING'S n= 0.050 FLOW FLOVV V4'ETTED HYDRAULIC DITCH FLOW DEPTH AREA PERIA�IETER RADIUS CAPACITY VELOCITY (FEET) (SQ F`1� (FEE'1� (FEET) (CFS) (FPS) 0.00 0.0000 0.0000 0.0000 0.000 0.000 0.05 0.0075 0.3162 0.0237 0.004 0.549 0.10 0.0300 0.6325 0.0474 0.026 0.871 0.15 0.0675 0.9487 0.0712 0.077 1.141 0.20 0.1200 1.2649 0.0949 0.166 1.382 0.25 0.1875 1.5811 0.1186 0.301 1.604 0.30 0.2700 1.8974 0.1423 0.489 1.811 0.35 0.3675 22136 0.1660 0.738 2.007 0.40 0.4800 2.5298 0.1897 1.053 2.194 0.45 0.6075 2.8460 0.2135 1.442 2.374 i 0.50 0.7500 3.1623 0.2372 1.910 2.546 0.55 0.9075 3.4785 0.2609 2.462 2.713 0.60 1.0800 3.7947 0.2846 3.105 2.875 0.65 1.2675 4.1110 0.3083 3.844 3.033 OJO 1.4700 4 42 2 ' . 7 0.3320 4.684 3.187 0.7� 1.6875 4.7434 0.3558 5.630 3.337 0.80 1.9200 5.0596 0.3795 6.688 3.483 0.85 2.1675 5.3759 0.4032 7.861 3.627 0.90 2.4300 5.6921 0.4269 9.156 3.768 0.95 2.7075 6.0083 0.4506 10.576 3.906 1.00 3.0000 6.3246 0.4743 12.126 4.042 1.10 3.6300 6.9570 0.5218 15.635 4.307 � 1.20 4.3200 7.5895 0.5692 19.718 4.564 � 1.30 5.0700 82219 0.6166 24.410 4.815 1.32 5.2272 8.3484 0.6261 25.424 4.864 1.40 5.8800 8.8544 0.6641 29.743 5.058 1.50 6.7500 9.4868 0.7115 35J51 5.296 1.60 7.6800 10.1193 0.7589 42.465 5.529 1 JO 8.6700 10.7517 0.8064 49.917 5.757 1.80 9.7200 11.3842 0.8538 58.136 5.981 1.90 10.8300 12.0167 0.9012 67.152 6.201 2.00 12.0000 12.6491 0.9487 76.995 6.416 6. SPECIAL REPORTS AND STUDIES: Included in this section are the postmaster approval; the Preliminary T.I.R. by Haozous Engineering., dated June 15, 2001; the Level 3 Downstream Drainage Analysis by Haozous Engineering., dated August 26, 2002; the Preliminary Geotechnical Engineering Report by US Land Development Associates, dated November 16, 2001; the Wetland Report by Habitat Technologies, dated October 28, 2002 (addendum) and May 15, 2001; the vault structural plans as prepared by Miles Consulting, dated May 2004, a letter from Bruce and Joyce Osgoodby(property owners on north side of SE 136`h Street), dated July 14`h, 2004, allowing permission to enter the property for installation of rockery and reb ading of existing driveway; a letter from Bruce and Joyce Osgoodby, dated September 27`h, 2004, allowing permission to enter the property for reconstruction of keystone wall; transfer of density credit documentation; copy of Boundary Line Adjustment; copy of recorded drainage easement. I � � ` �t[ , as _ qz + Et st ,z ue e� I N l0�tll I � �' - � 1 L'J11Y1 I 1 I ' al I ' • � • 1� � I L4 ' �1 � 1 1�1I1 . � � I �� • Oi . Pl 1 1 � I , � � ' •LO H 1DYlIt � � • 0� � O 171►+LL t I '� � • 0[ � • �0 � b � � �1 T� 1 �i 71 ' , / CS � 1 + ' :l •,� 1 � , �-� . �� ` • S �OL yq r � �' � � �1� if w �+� ` i tl i Z �_` � � a � �. �� ` \- '� '� - - - � �'' '�`' !'� �r � --' .�__� �_ �__�� ,� ' ' � U� � I ( , �-� � �� , � , F °� � - ; • ' r I ! �:_i t� I i � • g[ � Ci � � l� � m ',` ` � � � � � � i l`` j�� ' r=1 •�1 •�, r .I I 1l �\ /� � � _ t� ,` � � � ` ' 8r �� 7 �� • .� 1 i 0 l�VMI �`- � t � t �•1 1 � �� u g S '�� ,� � ��p � c� N L�v+u i l` ' . �'� ' , i � � Q` � ai � i t j 1 �l�Ytll �: � � 1 ``,� � f � � c � � � � '•� �I " � � ° . j { � � � co o, � � > �` ___f � - �� __.__ __ _, . , , _�,__�__ __ ___ , .___�--- 1 � � G � -��J� -�L.�� - �c� � _ �1�r'`S� �1`� 1L��`��I \�j�,,,)c1 r,� '�,J ! \ • > - 1. - _ �;�: ��.� ; - _- __ - _-- _�� 11-�-�� ;�,�,��,�� ,�a� � �. � \ T, S�'A �j��c��j'�� ;r��..�1�`{ 7�.,11}�;�� . �� c -� � c�t .,, { ��1�a� � � �� +� U�Fi '4� ��Tl. `,'C�J� ��'� �J��\, � H'.i�� ,�� , �� ,I , j: .� Even�d�ll Plat PreIiminary Technical Information Report Sa�bmiited to: I�ing County DDES 900 Oakesdale Avenue S.W. Renton, WA 9805� - � ��a��-�'w� C.g�, Prepared by: ��y� oF S�f �� R\ ,`��r'L'�� P..�_ � �. o Haozous Engineering, �n � _., ;G��,�� ,= 14816 SE 116th Street � �9 ' �� . . �� : . Renton, WA 98059 "�� _�o�� ,�s;� o ,��v`�':' Tel. (425) 235-2707 � �' �ss j �f STER��y� Fax (425) 254-0579 �? ONAL E�,�,GEs _,'�s %��j June 15, ?001 � TABLE OF CONTENTS 1. Project Overview............................................................................................................... 1-1 2. Conditions and Requirements Summary...........................................................................2-1 3. Offsite Analysis.................................................................................................................3-1 4. Flow Control and Water Quality Facility Analysis and Design........................................4-1 �. Conveyance System Analysis and Design.........................................................................5-1 6. Special Reports and Studies..............................................................................................6-1 7. Other Permits ....................................................................................................................7-1 8. ESC Analysis and Design ................................................................... .......8-1 9. Bond Quantities, Facility Summaries, and Declaration of Covenant................................9-1 10. Operations and Maintenance Manual............................................................................10-1 I 11. References..._.......-�-�........................................ .....-�------�----.............. 11-1 � .............................. LIST OF TABLES Table 1. Description of Downstream Conveyance System...................................................3-� j Table 2. Existing and Developed Site Basin Conditions ......................................................4-2 Table 3. Summary of Performance Standards.......................................................................4-3 - ; Table 4. Wet Pond Sizing Calculations...............................................................................4-11 Table 5. Sutrnnary of Special Reports and Studies...............................................................6-1 � Table 6. Summary of Other Permits Required......................................................................7-1 , "I'able 7. Summary of�-taintenance Requirements for Stormwater Facilities..................... 10-1 � - -- - �-�a--,�..,��-f LIST OF FIGURES Figurel. TIR Worksheet------�----�......................•---•------•-•--.._......----•-•--.....----.....................---.. 1-2 Figure2. Vicinity Map.............................................................................................. ..... 1-5 I Figure 3. Drainage Basins..................................................................................................... 1-6 I Figure 4. Soils Map ..... 1-7 Figure 5. Downstream Conveyance System..........................................................................3-4 Fi ure 6. Stormwater S stem Desi I g Y �....................................................................................4-6 Figure 7A. Flow Duration Curves for R/D - East Basin.......................................................4-7 Figure 7B. Flow Duration Curves for R/D - West Basin......................................................4-9 � Figure 8. Erosion and Sedimentation Control Plan...............................................................8-2 I Figure 9. Site Improvement Bond Quantity Worksheet........................................................9-2 Figure 10. Flow Control and Water Quality Facility Summary............................................9-3 � APPENDICES i Appendix A. Downstream System r , Appendix B. Stormwater R/D System Design , Appendix C. Conveyance Calculations � Appendix D. Hydrologic Model Documentation � 1 i 1 1 ! 1 1 S � ii 1. Project Overview Project Description A summary of the Evendell Plat project is provided in the TIR Worksheet (Figure 1). This preliminary technical information report (TIR) addresses the design of stormwater facilities and the offsite drainage analysis for the Evendell Plat project. The Evendell Plat project is a proposed residential development located within the Renton Highlands area of unincorporated King County (Figure 2). The proposal for development includes building 75 single-family dwellings on approximately 12 acres. Road improvements along SE 136`t' Street are also proposed. The proposed site plan is provided in Figure 6 of Section 4. Site Description The site is located within the Orting Hills subbasin of the Cedar River watershed (King County Department of Natural Resources, 1999). The site consists of two basins. The topography of the east basin generally slopes from the northwest to the southeast (Figure 3). The topography of the west basin generally slopes from the east to the west. The elevation of the site ranges from about 494 feet (NAVD 88} in the north portion of the site to 456 feet in the southeast corner. The project is located east of 156�' Avenue SE and is bordered by SE 136`�' Street on the north and by 160`� Avenue SE on the east. Cover types on the site include a single-family residence, pasture, and forest (Photo 1 in Appendix A.l). A Class 2 wetland has been identified in the northeast portion of the site. Based on King County Soil Survey(U.S. Department of .Agriculture, 1973) the site consists of Alderwood soils (Figure 4). Drainage from an approximately 0.94-acre tributary subbasin adjacent to the west boundary of the easterly basin sheet flows onto the site(Figure 3). The easterly basin drains to a conveyance system along 160`h Avenue SE. The westerly basin drains to a conveyance system along 156`� Avenue SE. Both downstream drainage courses eventually dischazge to an unclassified tributary of the Cedar River(King County Department of Parks, Planning, and Resources, 1990). Stormwater Design Under developed conditions, stormwater from the site and offsite road improvements will be i collected and treated onsite to basic water quality standards. A combined wetpond/detention � pond will be used to manage runoff in the easterly basin. A small wetvault will provide water �' quality treatment to a portion of SE 136`� Street that bypasses the stormwater facility in the east basin. A vault followed by a biofiltration swale will be used to manage runoff in the westerly basin. Level 2 R/D standards are required by the King County Flow Application Maps and I recommended by Lower Cedar River Basin and Nonpoint Action Plan. Natural dischazge locations from the site will be maintained at the outlet of the proposed stormwater facilities. 1-1 I Evende!!Plat Prelimnr�y TIR-hme 2001 Figure 1. TIR Worksheet TECHNICAL INFORMATION REPORT {TIR) W(,�RKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner: Project Name: U.S. Land Development Associates, Inc. Evendell Plat Address: Location: C/o: Mike Romano West of 160th Avenue SE and bordered by Centurion Development Services SE 136th Street on the north. 22617 8th Dr. SE Bothell, WA 98021 Township: 23N Phone: Range: 5E (425) 486-2563 Section: 14 Project Engineer. Description: Ed McCarthy, P.E. The proposal for development includes building Company: 75 single-family dwellings on approximately 12 Haozous Engineering, P.S. acres. Address/Phone: 14816 SE 116th Street Renton, WA 98059 425 235-2707 ' IPart 3 TYPE OF PERMIT APPLICAT{ON Part 4 OTHER REVIEWS AfVD PERMITS � Residential ❑ DFW HPA i � Grading , , ❑X Wetlands 0 National Pollutant Discharge Elimination � System (NPDES) Stormwater Permit j ❑X Forest Practices Class IV General i Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community: King County , Draina e Basin_ Lower Cedar River Watershed; Ortin Hills subbasin i Part 6 SITE CHARACTERISTICS I ❑ River: N/A ❑ Steep Slopes: N/A ❑ Stream: N/A ❑ Floodplain: N/A ❑ Critical Stream Reach: N/A 0 Wetlands: Onsite Class 2 Wetland � ❑ Depressions/Swales: N/A ❑ Seeps/Springs: N/A �' ❑ Lake: N/A D High Groundwater Table: N/A �I ❑ Groundwater Rechar e: N/A i � 1-2 ► i ► Part 7 SOILS , Soil Type Slopes Erosion Potential Frosive Velocities '� Alderwood Moderate � Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Ch 6—Water Qualitv Requirements Onsite treatment -basic standards Ch 5—Flow Control Level 2 R!D standards Part 9 ESC REQUIREMENTS I MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION 0 Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction Entrance 0 Remove and Restore Temporary ESC Facilities 0 Perimeter Runoff Control � Clean and Remove All Silt and Debris � Cover Practices X❑ Ensure Operation of Permanent Facilities ' 0 Construction Sequence I Part 10 SURFACE WATER SYSTEM I Basin Water Qualit Treatment Detention East Wet ond/Wetvault Level 2 Pond West Biofiltration swale Level 2 Vault Facility Related Site Design Considerations: � I Reference Facility Design Consideration ''� � I 1-3 �� Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS 0 Rockery > 4' High ( � Drainage Easement: N/A ❑ Berms > 6': N/A ❑ Access Easement: N/A ❑ Native Growth Protection Easement � Sensitive areas � Stormwater tracts Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and ttie attachments. To the best of my knowledge the information provided here is accurate. L'��'-�r�� /' �'I�C�-�l � �� a f S" necYDate 1-4 � r . ` {' --- ,, i - ..Nabei. ; � � � - \ •SE. .� • 11eiH ,p 167 I - \ •\\°° '�. ' • •• ..��• .. / I 5T''_ :`o°o� �� }9 J . .\ !139 . ,, . .� ' � � • �va - ° ...... F, o•�•��ire• .\ .� . ' II� •`I °,c' N l��\ '° . . � - _ _ o :J .\ ` � Stauo� ,� •••.� ` � \ , � •� ''� .\ _�Y ::J. , j° •,\`: .\ ' o ' _ • \ \ '�\• '`' ,.-- �, •�•. '�� `• S O . • ' ..\ `\ , -F _ _ •: ' . ..- . '^ �� apk eights �-.� . : ••W SITE �� .• . _ ' • . �� _,\ , \: �a . J .� ,�;e .�� :15� ' ` --- � 14 � , � �� u�i �. 3 :1 ; ' �\ H�9h�h �• .� -_- ? �- - _ ' a . . $ i. `\,`A p �� 1 i .�s i �Maplew . . .. } ,�� Heght j� ' - '. ,o � __ Park. a I' g t " ,�< .. ' _ � - ... ..:. Sf. � - . _ -- oo'. . � ei -'� - ��—' � � _ -� �_�� - _ . : �'.• �I: -r� d �l'S� // ..� - _ _ i -� . . . . ' t _ , '� � � �'dr• h b � t.a. .�'��: _ �• �. P"t�_ - �• ` �ddr 1'.'. . � ._ i . � '� -___ � R�v p�`k ,'� % � :• . _ , " . � 22 ' � �__ ___ oEl�� t r �_.� • .• Q a�^ . c . i - o ' • .� Ceu `��" 23 � o�� - �.•: .T � � � '�. --__d�q��e,`��. �_ �,j�'` 24 � � � - � -- -, "—. ��'� ` �-- - - \ ` � Trade� i _�AthleU _-�=�_�'ark _ -- 'r " � . 1 Park/ Field --�r��'�� -.` _ �O. � RENTON o \�', . _. l - ' O 'I 50� f AL J � ��-- �-=�� , ,,� ;�5_; = - _-- - - _ � \\ _— - — ',� � , _ � - i , _ � = -- , — _ ,\ � . _ i` _ ✓ �� ;� -- �" :' -- = ;� ,. — , � _ � '� ..It` �� __ � .�. '- �-r�.. - ;` �� ., i ;s � ` . •,�✓Vate � �� /�/ . - i�.��/ %T�nk �� Sc .� . �— -... �� i i � Ma al , a i i%i°`'/ii--� . o � c. � . - � /i i �-- ��/� p0� Chris '_ 7 hu� �' i. , �% �� `�� . .�� I 90 I i i I �- �F�� i` \ 6 � ` � ��;' I . �, j � � , ,' . �� - /� / 1 Gol�� iub 'O \ ( r � � ./'��/ � ; \ ! � } �1 �t � .�`� �� ; l�j - I r '� `'`,��• �:\-1 �' . � ( e�a 3 � �� -- /`. � .'� •9 0 �;;�r s ti\ � \ L � ` .�.��1�` .\�. �,l !, : 8 _ . . /- . � . I ' . .' -- . 1 � . n SOURCE: USGS 7.5 x 15 Minute Series - Renton, Washington SCALE: 1:25 000 TRLE Figure 2. Vicinity iVlap �r��J��3 Q��;V�C�Q�I(t��, P.�. N P� �,� ��j 01/03/01 �u� ,-� � ,� . ,-.�s � � M M • � � Q�� C! � � .7 . . � � a ° � ° �' �_ ' _� � � o � - :� o � � � �� - �. �- �^"� � , � � � � � � 3 � ,. � , ° � i , � � � — � ��'� � � � �� \ �, 3 � �,, , ',� �...� ,� c �, ��'^*, � � , � '.�� tU o ' ��. �_ f �i D° � � � i � � ,��.�r-.�fr+ "'�'R*�p<-v�i��"'(`� \ � � 'SO� � I � ' � I D -� ��..� 4..��w jp ' ` � � � � ' � o o II � � ° �I � ' ��. � I�'� � - , N �� „� o pr--� �,-,�.,r,, r�� r^-, r..-, n > o a ,�.--: � ,� � '-� � 0 � ��. �, � � � �-,-,r...,\ ��E ' � �� SGLE IN FEET O O. �✓ � � �I�� t 0 200 400 \ �� II `~v 36TH ST �� _ _ ,..., r-, �"�u u \ cK' �� 0 w St' � � �, � � � E. � C, 'r. 1� � I` \ � � �p` � � EVENDELI�, L '� � I E f II� \l �� A ` ,<9.3aAC) � � E �II� �� I� C0,9 A � � � I'7 �Ill� IJ � � ��f f I .� �, � �,c_..�c.�..�c�..,�..._.��, ��i f .,.-� w � � ]C� �. � ti' 4Sp �i,�II� 0 1 H, A E A N �.'`--,`�'`-..'�..'�' Q`,,.'c` uJ � o � ;� � � ,��i ��.> �' � c`�"'� � �4, `� -, �, p �� \ �`,� �_ � `�`�`� \ ,.; �`; - � ' � � �,., „ T I 1 '. F � � �" RI 7A Y R � ii CL�CA ��1 � �, ..,��., � � r.� ' -. L �G, �3 •, \;\ �\ ',1.�� \ I � � � ( �� I SI IS % 0 `'`�..r, � � SITE I . ❑F rJ , TRIBUTA AREA �� BUT ARE�� '~'��r'^ CL�CATID 6 i� � CLG, 5> 55 I � �:�... FIG, 5) iP� � 4�o i � � :l �.�,�..��..,��..�"''``_' �1�_-..= �, J t.i � �� -. � PROJECT iHaozous Engineering r,o. CIVII. ENGINEERING EVENDELL PLAT � 14816 SE 116TH ST, RENTON, WA 98039 I 425-235-2707 I —.--��-- — -----------_...._ _ _. _— ------...----------- _---- oE.qprm er: p�h; SHEET I EJM 1/OB/01 � ----_.— -�----�--�-- Figure 3. Drainage Basins 1 -6 I oH�r�an �� o�� i/08/Ot DATE N0. REVISfON BY pp t{( �`'_��ry� »r '��'v ..1�,��'II��I�/�._• ..li' �-- .�� d�I� �\\� �:;. � �� .`, �i -�1� f� �A F � �'� " �'1 II� l i r ,� i '`�. � � ,1�T .r 1 �(' �+� r,r fi`� y ^! d4y T 'E.' c" _� M ,`k';! .�fp . 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Ml ' S`�.,� t�,�t, 4,;�njvpq;�� ..°.p�ir� '�` � r,�` � x.�• r�rT . � � p' ��.t��'�� fY p p �'li � , .�.{ s' �,�,.y��} �� ""�, BaS�"'�� '� � � , '� � � .� + `'�"< ��y�.,u+ � � �" ^'� q +�-1,� a' � II,�,, � rf�• y j r �;� � � rr �� i, s'�,F, w O � n +� ,�}' .( �� y� .�r � � �(1, � }� i 1� �'�� JP 4'. N '�1 . i y r 1 � � �t y;.�,�A ♦ .�,.k'Sa' , i�st �� '°'�� ( .� r�y��,"''c``L''�' }'y �.� yN'r, �• •` Z � i� ��' � N r-N-J ,�� ,; , ., � '� ti��. ,� �� , �` �� ;� s 'L�w, N _ � o r; � �� , t . �; ��aA�, ,� �� , a � n � I - � ! 1 � �J �� ..l. �� . �� (4 ' �� re � L � "�_(,(`��+�',y��.,ejl��tJr��"; d ly '�. �r' r r JL� . �� • � ,r- ..' 7`�� ''t�Y I d�.^7"�^4�� I41 �'P� �': � C h 1��;Y (:� _ � � I� ` •i�i -� �f-. �'° '� ,�;�i S.�r�. ,� � a; �y5� i� � _ Q w i� • ��` ��'� �� ..h; r r� �1+'>,��: a�Y,w• t �l ;� .{�i - J �� ill +1 : � . '� �� 1'-��L+!�.. � 1# .. � �11Y" �, ��- �� Q _ II i . � � k� �� .. . �!�'�� "3d�i. . � o r � V � • � • �' ,� , : '.t� .. `� I; 'S.'k�, y��r� 4a �� (;�;_�4 �5 1 t8 ;i m� cn j.Y V ' •� � ('�"A I � v'� ; Z , � • ` Y � �� J'. r-r--�._ . �—� .�.. -�:'�/. . 0. ' � . . _ i . . . r��i i. �� -_ � '"" __�.1 i j , 2. Conditions and Requirements Summary A summary of conditions and requirements for the project are presented in this section. The following is a summary of core and special requirements from the 1998 King County Surface � Water Design Manual: � Core Requirement 1: Discharge at the Natural Location The natural discharge locations from the site will be maintained at the outlets of the proposed , stormwater facilities. Core Requirement 2: Off-site Analysis � A Level 1 downstream drainage analysis is presented in Section 3. � Core Requirement 3: Runoff Control Level 2 R/D standards are required for the site. Core Requirement 4: Conveyance System � The onsite stormwater conveyance system and offsite improvements will be designed to I � convey the 25-year storm. , Core Requirement �: Erosion/Sedimentation Control Plan Proposed erosion/sedimentation control procedures are described in Section 8. An � ' erosion/sedimentation control plan(ESCP) will be developed for the project during � engineering design. � Core Requirement 6: Maintenance and Operation The proposed systems for managing stormwater will be maintained and operated by King � County. Recommended maintenance activities aze provided in Section 10. � Core Requirement 7: Bonds and Liability Bonds and liability requirements will be developed for the project during engineering design , (Section 9). I � 2-1 Evendell Plat Prelimirr�y TTR-Jurre 1001 � i 1 Core Requirement 8: Water Quality r � As described in Section S.E, basic water quality standards apply to the site. A basic wetpond will provide water quality treatment for stormwater collected from the site's east basin. A biofiltration swale will provide water quality treatment for stormwater collected from the � site's west basin. Alternatively, a wetvault may be used to treat stormwater collected from the site's west basin. A sma11 wetvault will provide water quality treatment for stormwater � collected a portion of road improvements along SE 136`�' Street. Special Requirement 1: Other Adopted Area-Specific Requirements 1 The site is within the Cedar River Basin. Basin-wide requirements have been recommended by the Lower Cedar River Basin and Nonpoint Action Plan that apply to the site. These , � requirements are covered by the 1998 King Counry Surface l�afer Design�tanual � Applications Maps. I Special Requirement 2: Delineation of 100-Year Floodplain i The site is not w-ithin a 100-year floodplain. Special Requirement 3: Flood Protection Facilities � , 'The project does not contain nor is it adjacent to a flood protection facility. Special Requirement 4: Source Controls i Source controls are not proposed for the development. � Special Requirement S: Oil Control � The proposed development does not meet the detinition of a high-use site requiring oil control. �_, Evordre!!Plat Prelimi��y TIR-June�(�l � � ! I 3. Offsite Ana13►�is - _ - , , The site and project area aze in two separate basins. The majority of the site is in the easterly basin. Topography in this basin slopes primarily from the northwest to the southeast towards 160ih Avenue SE. A smaller portion of the site flows the �vest. This includes the northwest and � southwest corners of the site, as well as a portion of proposed road improvements along SE 136`n Street. These portions of the site flow to the west towards 156`� Avenue SE. I A downstream drainage analysis for the site, including drainage routes along both 160`}'Avenue SE and 156`�Avenue SE, is presented in this section. The drainage courses from the site were � assessed on O1/OS/Ol. Moderate rainfall occurred during the morning prior to the site visit. The downstream conveyance system is described below and illustrated in Figure 5. Further descriptions of downstream structures are summarized in Table 1. I � Upstream Drainage i Drainage from an approximately 0.94-acre tributary subbasin adjacent to the site's western boundary sheet flows onto the site's easterly basin (Figure 3). Runoff from areas north of the site is collected in the roadside ditch along 158�`Avenue SE (Location 2 in Figure 5). Runoff � collected in the ditch on the west side of 158`�Avenue SE is conveyed to the east through a 12- inch diameter culvert(Location 1) under the cul-de-sac of 158�' Avenue SE. The culvert at � Location 1 also conveys drainage from a section of ditch along the north side of SE 136th Street � (Location 30). The 12-inch diameter culvert discharges to an earth-lined ditch on the site's north boundary (Location 3, Photo 3 in Appendix A.l). Segments of the ditch show signs of minor erosion. The northerly ditch also collects runoff from the roadside ditch on the east side of 1�8`h i Avenue SE and from properties to the north. The vegetation and dimensions of the northerly ditch change as it proceeds from west to east (Locations 4 and 5). At the northeast corner of the site, a ditch on the west side of 160th Avenue SE joins the system. The system subsequently jo�s � arourd a utility box (Location 6). The ditch continues along the east boundary of the site (Location 7). No scouring or erosion was observed in the grass-lined ditch along this segment. i The road embankment on the west side of 160�' Avenue SE is steep, but stable. A side channel from the onsite wetland merges with the roadside ditch at Location 8 (Photo 4 in Appendix A.1). , A small amount of flow was observed exiting the wetland at the time of the site visit. The ditch ' continues along the east boundary of the site to the site's southeast corner. � Downstream Drainage Course- 160`h Avenue SE i Upon leaving the site's southeast comer,the grass-lined ditch continues in a southerly direction through 12-inch diameter driveway culverts (Locations 10 through 13, Photo 5 in Appendix A.1). � At a distance of about 660 feet from the site, a 12-inch diameter concrete pipe conveys drainage to the east side of 160`�Avenue SE (Location 14}. The site comprises approximately 17 percent of the tributary basin azea at this point in the drainage system. Drainage is then conveyed through a 24-inch diameter CMP driveway culvert with a crimped end (Location 15}. From Location 15, drainage is conveyed through a short section of ditch with accumulated sediment i 3-1 Evendell Plat Yrelimrnary TIR—June 2001 i � (Location 16). At a distance of about 860 feet from the site, drainage flows through an 18-inch diameter pipe at the residence of 14028 - 160th Avenue SE (Location 17). A past drainage problem (Drainage Complaint No. 97-0423) was reported at this location. The complaint was not available but was related to overflow from the roadside ditch (Appendix A.2). The 18-inch diameter pipe discharges to an earth-lined section of ditch (Location 18). Minor erosion was observed at the outlet of the 18-inch diameter pipe. At a distance of about 1,000 feet from the site, drainage flows away 160�' Avenue SE to the east, among trees on a forested parcel (Location 19). The channel is somewhat flat and braided after leaving the roadside ditch and passes through a ponded area(Location 20). The channel then becomes more well-defined (Location 21) and enters a 12-inch diameter pipe (Location 22) located near a horse corral. Drainage is then conveyed through a 12-inch diameter driveway culvert(Location 23) and then to an open channel. The open channel flows aiong the north boundary of residential lots that are along SE 142"d Place. A segment of the channel has been reinforced with concrete blocks (Location 24). Drainage then enters an 18-inch diameter pipe that has a trash rack and concrete headwall inlet (Location 25). At Location 26, the channel turns to the south and has significant bank erosion at the bend. The site comprises approximately 9 percent of the tributary basin area at this point in the drainage system. The channel then flows down the hill (Location 27) towards SE 144�' Street. A past drainage problem (Drainage Complaint No. 97-0206) was reported at Location 25 (Appendix A.2). The resident at 16046 - SE 142"d Place has had problems from runoff in the channel along his property. The 18-inch diameter pipe has likely been installed since the complaint was filed to reduce groundwater seepage from the ditch that was apparently compromising the performance of the homeowner's onsite sewage treatment system. The homeowner also stated in the complaint that he maintains the ditch long the north and east boundaries of his properiy by removing accumulations of debris and sediment. King County , investi�ated the problem for the Neighborhood Drainage Assistance Program. �', Downstream Drainage Course- 156`h Avenue SE I'i A break in grade approximately 250 feet west of the intersection of SE 136`t` Street andl 58`t' Avenue SE divides surface water flow to the east and west. From the grade break, drainage flows west along a shallow grass-lined ditch along the north side of SE 136�' Street(Location 31). Road improvements end about 375 feet west of 158`h Avenue SE, at which point the �, roadside ditch discharges to a grassy area in the road right-of-way(Location 31). There is no distinct flow path in the road right-of-way and drainage likely reaches the ditch along 156�' Avenue SE by sheet or shallow flow. At the intersection of SE 136`�' Street (Location 33, Photo 6 i in Appendix A.1), the earth-lined ditch along 156`�Avenue SE flows to the south. At a distance I of about 150 feet south of SE 136�' Street, drainage enters a series of Type 1 catch basins I connected by segments of ditch and 12-inch diameter pipe (Locations 34 through 52). No signs ; of capacity problems were observed along the drainage route at these locations. At Locations 35 � and 37, leaves and other debris have accumulated, presenting the potential for plugging downstream sections of pipe. 3_2 I EvendeQ Pla1 Preliminary 77R-Jrme 2001 At Locations 42 and 43, drainage from SE 138"' Place enters the conveyance system. Runoff from the southeast corner of the site sheet flows towards the backyards of homes at the end of SE 138�h Place. Runoff from this area of the site eventually drains to the conveyance system along SE 138�' Place. A past drainage problem(Drainage Complaint No. 97-0107) was reported by the resident at 1564I SE 138�h Place (Appendix A.2). Based on King County's record, the complaint was related to a change in drainage pattern due to a broken culvert at the cul-de-sac (Appendix A.2). At Locations 46 and 47, drainage from SE 139`h Place enters the conveyance system. Downstream from Location 52, a grass-lined ditch conveys drainage to the south along a pasture ' (Location 53). At the lower end of the pasture (Location 54) the ditch flattens and it appears that high flow rates could flow onto a portion of the pasture. At Location 55, drainage enters a 12- inch diameter pipe. A past drainage problem (Drainage Complaint No. 97-0318} was reported at Location �S by the resident at 14038 56`t'Avenue SE (Appendix A.2). The complaint is a claim and was not available from King County. Based on King County's record, the complaint was related to flooding due to a plugged culvert (Appendix A2). Downstream Drainage Complaints Drainage complaints along the downstream system �:ere investigated at King County Water and Land Resource Division. Drainage Complaint Nos. 97-0423, 97-0206, 95-0107, and 97-0318 are along the drainage route and are described in the narrative above. A map showing the locations of residents that filed drainage complaints is provided in Appendix A.2. Copies of registered drainage complaints are listed in Appendix A.2. A sum_mary of the drainage complaints is provided in Table A.1 of Appendix A2. 3-3 Evendell Plat Prnlrminmy TIR-Jline�001 - . _ -, - � . , � � � . . s � � ' • � � � i� � ' � � � t ' � � S.P.976093 O . �l4a �g . . _.'. � ��— _. —�/y1�9. _ ' I o . �� 3�: x 4 � x 7 ��q� d � a " I �� ^4a Ss 6c l � 8c 93 F.r � I � (2) � ."". � 6 � � � .�-�� 2 . acx s �^ �i �nrer a I N �15� 14� (9� 12� I 1 x 10 g � nn ` w/ i �I / -----�— ----�- — � � � R R HU S - - •: I XO \I) O Q1 O O �'•,� !l. 17. • • TLl7 �IS�w �'" "_` 5°2� sS.E. 135T H � ST.s Y ; I� {�^ S.P.57T01I ,/�� . . . .i� . �� (I) � 1 ) x.r: ie x cs �✓ Y �� j �� . � q � � ;� ��. c3� „�_ ". 7 � �� 2 = a" 5 6 z � Cedar River ,� t.o ��P,� ' � � � 5 � � �� " ��5 �a x �j� , Watershed � 3i � 3 � a oo, �db,� , �= � _ � _ _ 6 0 � ,.�,,.,_,» r,o . a c s.r--f F s 9�.a 3� J �1.e i n.» A . n� u�e t" 5 9 2.. CE �'7I . RENTON AVE.) �I rvo7 T23N.� .� �� ,. $S.E 136TH ST. 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W � " � � O O �zao� O � er 3 � 0 � „ ` µ 2 � 1' < pp 9 N I� a � � I (al l3)O I N W e�, 1 ( � � , Q^ �I A c. zo'" ��P �' \ �� u,I �� a N - �--- -- ��7 .�-�. �A �: � � '. 'viAe.V� � J�i 1� -_ J-�� J_��.�— ^� -� Nt 3 R . i�^lN.I..SHUITSyRD.1 NOT �OEEDEO �—.�.yA—.`5.�—'^ �--"1�4TN—.^• �'AST�'��'.�.—.l.—.— � I _ _ - LEGEND �'.Y ` ' Culvert H .� Sheet Flow Ditch Location Catch Basin � �� O SCALE; 1" = 300' � ��D �g Figure 5. Downstream Conveyance System PAGE DATE 3� sn�ro� Table 1. Description of Downstream Conveyance System Site Visit on O1/OS/O1 Basin: Easterly basin draining to 160`h Ave SE (including upstreAm areas) Weather;Rainy Location Drainage Drainage Slope Distance from Eaisting Potential Observations of Field: ID Component Type,, Component Site Discharge Problems Problems Inspector, Resource Name, and Size Description Reviewer,or �. : . _ Resident` . - : See Fig.5 Type:sheet flow;swale, drainage basin, 1/4 mile=1,320 ft eonstrictions;under capacity,ponding, tributary area,likelihooci of- _ ; stream,channel;pipe. vegetation,cover;depth, (%) (FT) . overtopping,scouring,baiik sloughing, -, problem;overflow � Size:ciiameta width of sensitive area. > ': sedimentation incision other ccosion '-: athwa s, tential im acfs" 56 Sheet flow Pasture area drains 2 West boundary of towards site site 58 Sheet flow Forested area 1 South portion of Somewhat undulating site topography; runoff from south boundary of site flows south 1 . 12-inch diameter CP HW=1' 2 Northwest corner Conveys drainage from Length=90' of site west ditch of 158th Avenue SE 2 Roadside ditch Earth-lined ditch; east 4 North of site Width; 1.5' side of 158te Avenue Depth; 2' SE Side slo e: 2:1 3 North boundary ditch Earth-lined ditch 3 North boundary Minor erosion Collects runoff from Width: 1.5' of site roadside ditches along ', Depth: 1.5' 158th Avenue SE and Side slo e: 1:1 areas to north of site 4 North boundary ditch Grass-lined ditch w/ 2 North boundary Collects runoff from Width: 1.5' briars of site areas to north of site Depth: 3.0' ' Side slo e: 2:1 5 North boundary ditch Earth-lined ditch 2 North boundary Collects runoff from Width:2.0' of site areas to north of site Depth: 3.0' Side slo e: 2:1 ' Table 1 (continued) Basin: Easterly basin draining to 160`h Ave SE Location Drainage Drainage Slope Distance from Existing Potential Observations of Field : ID Component Type, Component Site Discharge Problems Problems Inspector,Resource Name,and Size Description Revtewer,or Resident ::'Sce Fig.5 Type:sheet flow,swale, , drainage basin, 1/4 mile=1,320 ft constrictions,under capacity,ponding, tributary area,likelihood of stream,channcl,pipe. vegetation,cover,depth, (%) (FT) overtopping,scouring,bank sloughing, problem,overflow Size:diameter,widfh e of sensitive area sedimcntation incision other erosion athwa s otential im acts 6 Nortti boundary ditch Dense briars 3 Nortlieast corner Collects runoff from Width: 2.0' of site areas to nortt�; ditch jogs Depth: 3.0' around utility box;ditch Side slope: 2:1 &om west side of 160th Avenue SE 'oins in 7 Roadside ditch Grass-lined ditch; 4 East boundary of No scouring or Width: I.5' west side of 158`h site erosion;road '� Depth: 2' Avenue SE emba►ilunent is ' Side slo e: 1.5:1 stee Uut stable 8 Side channel from Wetland 0.5 East boundary of None Small amount of flow onsite wetland site observed Width:2' Depth: 1.5' Side slo e:2:1 9 Roadside ditch Grass-lined ditch 3 East boundary of Width: 1.5' site Depth: 2' Side slo e: 3:1 10 12-inch diameter CP HW=1' 2 40 None 11 Roadside ditch Grass-lined ditch 3 60-400 Width:2' Depth: 1.5' Side slo e: 3:1 12 12-inch diameter CMP HW=1.5' 2 400 I Table 1 (continued) Basin: Easterly basin drainin�to 160t°Ave SE Location ` Drainage ` _ Drainage 5iope Distance from- ;' Eaisting : '.-Potential - Observations of Field;:. , . _ ID ComponentType, ' Component `Site Discharge � Problems ` `Problems Inspecfor;Re"source�' Name,and Size , Description -Reviewer, or ". .. . : ; , , . ; , : Resident ;_ 'See Fig.5 Type:sheet flow;swale, drainage basi� - , 1/4 mile=1,320 ft constrictions,under capacity,ponding; tributary area,likelihood of; stream,channel;pipe: vegetation,cover,depth, (%) : (FT) overtopping,scouring,bank sloughing, problem,overflow � Size:diameter width ` of sensitive urea sedimentaUon,incision,other erosion thwa s tential un acf�- 13 Roadside ditch Grass-lined ditch 3 420-660 Width:2' Depth: 1.5' Side slo e: 2:1 14 12-inch diameter CP HW=1.5' 3 660 Culvert crosses from Len =40' west to east side of road 15 24-inch diameter CMP HW=1' 2 780 Downstream end ', Length=20' of culvert is ', crim ed �I 16 Roadside ditch Grass-]ined ditch 3 820-860 Some sediment at � Width:2' culverts Depth: 1.5' Side slo e:2:1 17 18-inch diameter CMP HW=1' 3 860 Past drainage Length=80' problem reported at this location; See Drainage Complaint No, 97-0423 18 Roadside ditch Earth-lined ditch 2 950-1,000 Minor erosion at Width:3' outlet of 18-inch Depth: 3' diameter CMP Side slo e:2:l 19 Braided channel Forested 1 1,000-1,100 Water flows east among � trees � Table 1 (continued) Basin: Easterly basin draining to 160`h Ave SE ,, ;Locafion Drainage : .Drainage : Slope ::Distance from- � Existing , ` Potential �Observations o�'Field'� - "TD.:_ ' Component Type;: °_Component- ' 5ite'Discharge Problems � ' - Problems Inspector,Resource � _ . :� Name,and.Size ` " �-Description � ' Reviewer,or Resident• See:Fig.S ;Type:sheet fl�w;,swale, , 'drainagebcisin, - 1/4 mile=1,324ft constrictions,under capacity,ponding, : ; tributary.area,likelihood of' stream,chaiuiel,pipe, vegetation;cover,depth, (%) .' (FT) , overtopPing,scouring,bank sloughing, problem;overflow � Size:diameter width e of sensitive area sedimentation incision other erosion atliwa s tential im scts> 20 Ponded area Forested,potential 0.5 1,100-1,200 Flow path throubh ' wetland area middle of onded area 21 Channel Earth-lined 2 1,200-1,350 Width:2.5' i Depth: 1' Side slo e: 2:1 22 12-inch diameter CMP 1-2 1,350 Water likely Culvert passes under backs up under horse corral hi flows 23 12-inch diameter 1-2 1,450 Potential Culvert passes under culvert overtopping of driveway drivewa 24 Channel Earth-lined bottom; 2 1,470-1,600 Width:2.5' concrete block walls Depth: 2.S' Side slo e: Vertical 25 24-inch diameter 1,600 Past drainage Culvert has trash rack culvert problem reported and concrete headwall at this location; inlet See Drainage Complaint No. 97-0206 26 Channel Earth-lined 3 1,660-1,700 Highly eroded Erosion likely to Width: 3' banks continue Depth:4' Side slo e: 1:1 Table 1 (continued) Hasin: Easterly basin draining to 160`h Ave SE La�cation � Drainage DrainAge : 51ope Distance:from Existing Potential Observations of'Field; ID . , Component Type, `Component- Site Discharge Problems Problems Inspector, Resource"-_ Name,and Size :` Description � Reviewer,.o"r . . - `Residenf `;:, See Fig.5 Type:shee�flow;swale, :drainage besin,`; ' 1/d mile=1,320 ft 'constricdons;under capacity,ponding, ' .'` tributary area,likelihood of stream,channel,pipe. ; vegetation,cover,depth, (%) , (FT) : overtopping,scouring,banlc sloughing, ' ;problem;overflow . Size:diameter widUi e of sei�sitive srea sedunentatio incisio other ecosion athwa s, tenrial im acts 27 Channel Earth-lined 6 1,700-2,000 Eroded banks Erosion likely to Channel heads down hill Width: 3' continue towards SE 144th Street Depth:4' Side slo e: 1:1 Table 1 (continued) Basin: Westerly basin draining to 156`h Ave SE :Loca�ion Drainage � Drainage Slope Distance from: Existing Potential �Observations of-Fietd' . TD" Coinponent Type, . : Coirip"onent' Site Disc�arge Problems Problems Inspector, Re"source � Name,and Size. ;: `Descript'ion ' ' Reyie�ver,or Resident ' See Fig.5 Type:sheet flow,swale, ' drainage basin, 1/4 nule=1,32Q ft constrictions,under espacity,ponding, tributary area,likelihood of stream;channel;pipe. vegetation,cover,depth. (%) (FT) overtopping,scouring>bank sloughing, ' problem,overIlow.. .- . ' Size:diameter width _ of sensitive'area `'; ' 'sed'unenfation;incision;other erosion' ` attiwa s; ofentisl im acts; 57 Sheet flow Forested area 2 Southwest corner Runoff from southwest of site corner of site sheet flows towards SE 138th Place 30 Roadside ditch Grass-lined ditch 2 Road Flows to east towards Width: 1.5' improvement Location 1 Depth: 1.5' along SB 136th Side slo e: 3:1 Street 31 Ditch Shallow grass-lined 2 Road Flows to grass area to Width:0.5' ditch improvement west in road ROW Depth: 0.5' along SE 136th Side slo e: 3:1 Street 32 Sheet and/or shallow Grass area;no distinct 3 Road channel flow path improvement along SE 136th Street 33 Roadside ditch Earth-lined ditch 5 0-150 None Width:2' Depth: 3.5' Side slo e: 2:1 34 12-inch diameter CP HW=1' 4 150 35 12-inch diameter CP HW=l.S' 4 220 Upstream end of Access to vacant lot culvert partially blocked with leaves 36 12-inch diameter CP HW=1.5' 4 310 Tuble 1 (continued) Basin: Westerly basin draining to 156`"Ave SE Location Drainage -' Drainage Slope Distance from `E�cisting Potential Observations of Field` ID" Component Type, ` Component . Site Discharge Problems ` Problems Inspector,Resaurce Name, and Size � `Description ' Reviewer, o'r - ; Residenf : - See Fig.5 : Type:sheet flow;swale, , `; drautage basin, 1/4 mile=1,320 ft cons�ictions,under capacity,ponding; tributary area,likelihood of �� ` sfrea�channel;pipe. vegetation;cover,depth, (%) : (FT) overtopping,scouring,bank sloughing, : Problem;overflow : Size:diameter width of sensitive nrea - sedimentation incisio other ecosion athwa s tential im acts 37 Roadside ditch Earth-lined ditch 5 340-470 4-6 inches of Debris has Width:2' leaves in bottom potential to block Depth: 2.5' of ditch downstream Side slo e:2:1 culverts 38 12-inch diameter CP HW=1' 4 470 Upstream end of culvert partially i blocked with leaves 39 12-inch diameter CP HW=1.5' 4 550 � crossing SE 137th ' Place 40 Type 1 CB 4 600 12-inch diameter CMP in 12-inch diameter N12 out 41 Type 1 CB—grate inlet 4 660 I 12-inch diameter N12 42 Type 1 CB 4 870 12-inch diameter N12 43 Type 1 CB 3 950 12-inch diameter N12 44 Type 1 CB 3 1,100 12-inch diameter Nl2 Table 1 (continued) Basin: Westerly basin draining to 156`"Ave SE Location Drainage Drainage Slope Distance from Existing Potential Observations of Field _ . ID Component Type, _ Component Site Discharge Problems Problems Inspector,Resource Name,and Size . Description : Reviewer,or , -. Resident :,,�ee,Fig.5 Type:.sheQt flow,swale, ; ; drainagebasin, 1/4 mile=1,320 ft constrlctions,under capscity,Ponding, -:: tribtrtary:area,likeiihood of;. streani,channel;pipe, : ve etation;cover de th, % �overto in ,scourin ,banlc slou in robl overflow B > .P � ) �T) PP S B Sh� B, . P em.' : Size:diametet width of sensitive area sedimenfation incisio other erosion athwa s tcn6aI' acts 45 12-inch diameter CP 2 1,240 Collects runoff from SE from east 139th Place 46 Type 1 CB—grate inlet 3 1,240 12-inch diameter N 12 in 12-inch diameter CP out 47 T e 1 CB— ate inlet 3 1,290 'i 48 12-inch diameter CP 2 1,290 Collects runoff&om SE from east 139th Place 49 Type 1 CB—grate inlet 3 1,320 12-inch diameter N12 out 50 12-inch diameter N12 3 1,460 Half-filled with outlet sediment 51 12-inch diameter CP HW= 1' 3 1,470 52 12-inch diameter CP HW= 1' 3 1,520 53 Roadside ditch Grass-lined ditch 3 1,550-1,750 Width: 1.5' Depth: 2' Side slo e:2:1 �'�f 54 Roadside ditch Grass-lined ditch; 2 1,750-2,000 Water likely spreads out ditch flattens out onto ad'acent asture Table 1 (continued) Basin: Westerlv basin druining to 156`h Ave SE ;Location Drairiage ;. Drainage Slope Distance from Existing Potential Observations of'Field � TD 'Component Type, : : Component Site Discharge Problems Problems Inspector,Resource = -. >; . . ;r Name,and Size , Description , ' ` Reviewer,.or' ... : Resident s: ;: See Fig.5 Type:sheet flow;swale, drainage;basin, :- 1J4 mile=1,320 ft `constrictions,under espacity,ponding, tributary area;�likelihood of. _ :str�am,.channel;pipe. : vegetation,cover,depth, - (%) (FT) overtopping;scouring,bank sloughing, problem;`overflow� - Size:diameter width e of seiisitive area - sedimentation;incision;'other efosion athwa s tential im acts` 55 12-inch diameter CP HW= 1' 2 2,000 Past drainage problem reported at this location; See Drainage Complaint No, 97-0318 I t 4. Flow Control and Water QuaGty Facility Analysis and Design � Part A: Existing Hydrolog.y i The site consists of two basins. The topography of the east basin generally slopes from the northwest to the southeast(Figure 3). The topography of the west basin generally slopes from the east to the west. Cover types on the site include a single-family residence (Photo 1 in � Appendix A.1), forest (Photo 2 in Appendix A.1), and pasture. A Class 2 wetland has been identified in the northeast portion of the site. Cover types and areas used in the stormwater , design for existing onsite conditions are summarized in Table 2. Part B: Developed Site Hydrology � The proposal for development includes building 75 single-family dwellings on about 12 acres. The proposed site plan is provided in Figure 6. Cover type areas for developed onsite conditions are summarized in Table 2. Under developed conditions, the developed portion of the site, including offsite road improvements, will consist of 4.53 acres of grass and 7.23 acres of impervious area. Under developed conditions, stormwater from the site and road improvements will be collected and treated onsite to basic water quality standards. Stormwater will be managed separately in the east and west basins. In the east basin, stormwater from the site and a portion of improvements along SE 136`t' Street ' will be collected and managed in an onsite combined wetpond/detention pond. The outfall of the ; pond will discharge to the drainage ditch along the west side of 160�'Avenue SE. Stormwater from a 0.33-acre portion of SE 136`h Street will bypass the onsite stormwater facility, but �vill be treated to basic water quality standards with a small wetvault located near the intersection of SE 136`t' Street and 160`�'Avenue SE. The stormwater pond in the southeast corner of the site will be designed using a downstream point-of-compliance to account for the bypass from SE 136�' Street. ; In the west basin, stormwater from the site and a portion of improvements along SE 136`t' Street I will be collected and managed in an onsite detention vault and subsequently treated by a biofiltration swale. Stormwater from a 0.19-acre portion of SE 136`�' Street will bypass the onsite I stormwater facility. The stormwater vault in the southwest corner of the site will be designed ', using a downstream point-of-compliance to account for the bypass from SE 136`� Street. Runoff from the existing impervious area of 0.16 acre on SE 136`h Street will be treated onsite in lieu of ' the bypass. , � 4-1 EvendeU Plat Prelimirrary T7R-J�me 2001 i Table 2. Existing and Developed Site Basin Conditions Eaisting Conditions Subbasins gCRTS Till joresl Til!pasture Wetland Til!-grass Imperv Total Basin (AC� (AC) (AC) (AC) (AC) (AC) East Basin exeast Site 7.54 1.74 - - - 9•28 I SE 136th Street ' Improvements - p.47 - - 0.09 O.S6 I Subtotal 7.54 2.21 - - 0.09 9.84 West Basin ezwest Site 0.44 1.12 - - - 1.56 SE 136th Street Improvements - 0.29 0.07 036 Subtotal 0.44 1.41 - - 0.07 1.92 Grand Total 7.98 3.62 - - 0.16 1 l.76 Developed Conditions Subbasins KCRTS Till forest Ti11 Pasture R'etland Till-grass Imperv Total Basin (AC) (AC) (AC) (AC) (AC) (AC) East Basin deveast Lots 3.79 4.82 8.61 R/D 0.16 0.66 0.82 SE 136th Street Improvements - 0.�6 0.56 Subtotal - - - 3.95 6.04 9.99 West Basin devwest Lots 0.58 0.73 1.31 R/p 0.10 0.10 SE 136th Street Improvements - 036 0.36 Subtotal - - - 0.58 1.19 1.77 Grand Total - - - 4.53 7.23 1 1.76 Note: 0.19 acre of impervious of SE 136 Street improvements bypass the R,�D facility in the west basin. 0.33 acre of impervious of SE 136 Street improvements bypass che Ri'D facility in the east basin. I -/-? Part C: Performance Standards A summary of flow control, conveyance, and �vater quality treatment performance standards for the project is presented in Table 3, below. Table 3. Summary of Performance Standards Cate o Performance Standard Source Flow Control ■ Leve12 R/D ■ 1998 King County Surface Water Design Manual; Applications j Map � Conveyance 5ystem ■ Provide conveyance for ■ Surface Water Design � Capaciiy developed 25-year storm Manual Section 12.4.1 Water Quality ■ Basic water quality treatment ■ Surface Water Design Treatment 1V�enu using a wetpond in the east Manual Section 1.2.8.1; basin and a biofiltration swale Applications Map i, or wetvault in the west basin Source Control ■ None proposed Oil Control ■ The site does not meet the ■ Surface Water Design defmition of a high-use site Manual Section 1.3.5 .1-i i�.<;7r`.'11F'?rr1' .....�....... .. . . ..... . ' . Part D: Flow Control System KCRTS was used to design the proposed stormwater facilities. Procedures and design criteria specified in the 1998 King County Surface Water Design Manual were followed for hydrologic mode�ing. Descriptions of the stormwater systems and details of the design analysis are provided below. A plan view of the stormwater systems is provided in Figure 6. For stormwater facility designs,the reduced KCRTS time series data set was used for the Sea- Tac rainfall region with a correction factor of 1_0. Documentation of the KCRTS input and output including descriptions of executable files, reservoirs, and times series is provided in Appendices C and D. Under developed conditions, stormwater from the site and offsite road improvements will be collected and treated onsite to basic water quality standards. A combined wetpond/detention pond will be used to manage runoff in the easterly basin. A small wetvault will provide water quality treatment to a portion of SE 136`�' Street that bypasses the stormwater facility. A biofiltration swale will be used to manage runoff in the westerly basin. Level 2 R/D standards are required by the King County Flow Application Maps and recommended by Lower Cedar River Basin and Nonpoint Action Plan. The natural discharge locations from the site will be maintained at the outlet of the proposed stormwater facilities. Stormwater from the development in the easterly basin will be managed with a combined wetpond/detention facility. Stormwater from the development in the westerly basin will be ' managed with a detention vault facility followed by a biofiltration swale. Level 2 R/D standards are proposed for both facilities. The stormwater facilities shown in Figure 6 meets Leve12 R/D criteria and basic water quality requirements. Flow duration curves at the downstream point-of- compliance are provided in Figures 7A and 7B. Peak flow rates for the downstream point-of- compliance, under existing and developed site conditions follow Figures 7A and 7B. The downstream point-of-compliance includes runoff from portions of SE 136th Street that bypass�� the stormwater facilities. The duration curves and peak flow rates, shown for existing and developed conditions, indicate that Leve12 R/D criteria aze met. The stormwater facility in � east basin requires approximately ll 7,770 cubic feet of live storage, excluding a factor of satet�. to meet Leve12 R/D standards. The stormwater facility in the east basin requires approximatelr 17,921cubic feet of live storage, excluding a factor of safety, to meet Level 2 R/D standards. A factor of safety of 5 to 10 percent will be added to the final design volume. Part E: Water Quality System Basic water quality standards apply to the site. A basic wetpond will provide treatment for the site's easterly basin. A small wetvault will provide treatment for a portion of road improvements along SE 136`h Street that bypasses the easterly stormwater facility. A biofiltration swale will provide treatment for the site's westerly basin. Altematively, a wetvault may be used to treat stormwater collected from the site's west basin. A treatment trade is proposed for stormwater collected from the road improvement azea along SE 136`�' Street in the site's westerly basin to account for a small area of the road improvement that bypasses the westerly stormwater facility. 4-4 Everutell Plut Prelrmirr�v 77R—June 2001 Runoff from an area of existing pollution generating impervious surfaces equivalent to the area bypassed will be collected from SE 136`h Street and treated onsite. The required wetpool volumes for the treatment facilities were determined using equations provided in Chapter 6 of the 1998 Surface Water Design Manual. Basin areas, annual runoff volumes, Vb/Vr ratios, and required volume for the wetpond are given in Table 4. -t-� EvendeU Pl�Prelimirrary 77R—Jwae 7(XI/ � � .. � -}'-�`- 1,� 1 VQ � ' ` IVI ume l • CC ilIST}! WITFi� f]IL�,l.f1Y WtMT �Z 42 � �� a'w x 30'� x a.5'o 4i� aM.) � � a � TOP OF WVJLT� 482.5 � �; . ' �' 4� - � w� Existing ' d e v w e s t' ' d e v e a s t j • i ��A'�° ` . \ �f1l�NI0US �� i �� Md8Q1S3a�Y1 (ry� � ��• 1r�9 CF ( � � � � i �o u t �t 136 th Str e t�°': -w`�'° �� -- � 1 —' N�'— -r—�---- _--:r..'-'�--- — .— — ----: — — -�•— —_ - � N Z C --+ I � � \ � +— i—� i � •r " _' � WZ ( � �' ' F-- '� / C Q (9 •� I 3 ��ti 8 8� � � I � � � � � ` 1 � �" I � W � � \ ' .�„".. g f /� � i Q. � ' - -- -- -- .�{T ESL . � -- - - � �---------! � � � � I 1N-��AND & I u� , � _ � . � �- . . - • i � /�_�,�'��cC 4' arbed� 're '� � � / —� � � / E;�� t�i� � 4 � � I 7 d `� , F— - \ � I . . Fen � �_ � . — � � 1 , � �,7�\ AC � : I — — ( �� r / (D � ' I � � S ` . 6 ' 11 � 4r 51 � � � �� ; \ o � � ^ � � ' a � - - - �' . �. � �� \ � sas" � � m �� . .� / Q' �� ! p 3 � i� � I ao'w x � 't x � (x+�oe a�r.} Offsite � � � I 39 37 � I .� � TOP OF VAULT- 4a2.s '� Area= 0.94 AC , a _._ . 43 . _� . � � � ' � "� � IYATFR SURFACE� 4atA � r � �— -— -—• � /� � ' ��c i� � J Iw ;� HQf. DET.� 475.0 �� 7 � � �—� � —� � � \ ' s • I REO'D DET. VOL� 1a,000 CF � � , �_ ��--G-- �_ � . DET. YOL.— 20.200 CF (E.73'D) '�' / � ;� _ � I / I � I I /' � � � . i W�j� i � � —� � 7 � 42 I 41 �l• 36 - 35 _ 1 ' . �8 ; : ' � ��y�� "�/�'� ��thesst 1�t.�i Sts-eet � �-� �\ � � � � ' � •L�_—_L-�==_L_—_��---��_- / . o � lo ; -�a . / -�, � �. / � N � W .. —+- � �� j � • m �� '.� ��- � i ' �, � i N -a � � � � , .\ / W � � 1 � ✓- .\ , !� Io � � � � � � r- Sar� Filie � � 7'•S I 74 � 73 _ �. , ��. C� _ -- - ! . -�� , . � --IIrainfie �� • ,,� � � ,,a � � �9 � - � �� 57 � � ' � `� /� 30 I 5'Wood Fen ----- a� � -- -� ��-- ----� �'--- � ; . �' . ' � ' �/a� � � �^ � � � ,4 -� � , � > >, i a o � 1_� � . ----� -�----- � � _ J � --- -�--r-- � , � .� -- -�.�E �� -� � e-��%�- - --- i . C- l- l� � \ �.� �- , . � � �� , . _ . � 6, � � � � � � �� . �___ � � � . \ � __ _ , � . � .��r--�48�s - � � � / �•---- � ��—'�DDEi. 117.700 CF . S . _,_ . � +� / PROV. DET. � 1 T9.800 CF ' � �.y RE0�0 MfEf L� 31.400 ( h I � i ' �00 . .$. AREM DZ� SF � I � �7 •— -—• � -— - . S • / 1 � � I � � ' � � I � I � �( � -- —— — — . � I � � � ' t ` ,l, ' o �— — _ ��—X� - - . i � r - � � � —= i p 3:, I � . � • / �.--� (�, -�-- - -_ - '�� rx�o s� Lot 7 Bar � ! � � ence �at �1.3B �tree�. :� � Y ( I F ,}� \I � 11 — I � - 19 � 21 /� 22 . 23 �ar� • • 26 . R s e �ot � , � � , � _ � � � � � � � - ' • Y • ,rEcuss� �—--�.1t_—'" — — � . I , � �(� � � 0.7 �— Existing —�— Developed � 0.6 Q-g`� 0.5 � w U m 0.4 ' ... � � 3 ° 0.3 � LL. �.2 $�� 0-� � � � 0 1.00 E-05 1.O0E-04 1.00E-03 1.00 E-02 1.00E-01 1.00 E+00 � Probability of Exceedence Figure 7A. Flow Duration Curves for R/D - East Basin. Duration curves are shown at the downstream point of compliance in the easterly basin. The pond is designed to meet ! Level 2 R/D standards. �' I I. �-? i 1 1 Predeveloped Peak Flow Rates - East Basin � Flow Frequency Analysis � Time Series File:exeast.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- ----Flc•� rreqt:encf Anal�-sis � �low Rate Rank Time of Peak - - Peaks - - R.ank Return Prob (CFS) (CFS) Period 0. 645 2 2/09/O1 18:00 0.891 1 100.00 0.990 i 0_200 7 1/05/02 16:00 0. 645 2 25.00 0.96G 0_517 3 2/28/03 3:00 0.517 3 10.00 0. 900 G. 037 8 3/24/04 19:00 0.508 4 5.00 0.800 0. 3C3 6 1/05/05 8:00 0.457 5 3.00 0.66? � 0. 508 4 1/18/06 20:00 0.303 6 2.00 0.500 0. 957 5 11/24/06 9:00 0. 200 7 1 .30 0.231 0.891 1 1/09/08 9:00 0.037 8 1.10 0.091 Computed Peaks 0. 809 50 .00 0. 980 � Developed Peak Flow Rates - East Basin Flo�a Frequency Analys��s Time Series File:poceast.tsf Project Location:Sea-'�'ac ---Annual Peak Flow Rates--- ----Flow Frequenc,� Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0. 611 2 2/09/O1 19:00 1.13 1 100.00 0. 99� 0. 177 7 1/05/02 16:00 0. 611 2 25.00 0.96C 0.517 3 3/06/03 20:00 0.517 3 10.00 0.90� 0.182 6 8/26/04 2:00 0.472 9 5.00 0.8C;�� 0.173 8 1/05/05 8:00 0.214 5 3.00 0. 66� 0.214 5 1/19/06 2:00 0.182 6 2.00 0.5r.r� 0.472 4 11/24/06 6:00 0. 177 7 Z.30 0.231 1.13 1 1/09/08 11:00 0.173 8 1.10 0.091 �'�mputed Peaks 0. °55 �O.00 0. 980 �1-8 EvenAe!!P/at Pre(rmrnarv 7TR-June?001 1 1 ► 0.2 � --�-Existing —�— Developed 0.18 I 0.16 � 0.14 p, . - -� � 0.12 U 1 m � 0.1 � 3 � ° 0.08 � � 0.06 0.04 ' � �e_� � 0.02 � -� � � � � 0 1.00 E-05 1.00 E-04 1.00 E-03 1.00 E-02 1.00 E-Q 1 1.00 E+0 0 Probability of Exceedence 1 Figure 7B. Flow Duradon Curves for R/D - West Basin. Duration curves are shown at the 1 downstream point of compliance in the westerly basin. The pond is designed to meet Level 2 R/D standazds. , � I I =l-9 1 Predeveloped Peak Flow Rates - West Basin Flow Frequency Analysis . Time Series File:exwest.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 0.138 2 2/09/Ol 18:00 0.235 1 100.00 0. 990 0.059 7 1/05/02 16:00 0. 138 2 25.00 0. 960 ' 0.129 3 2/28/03 3:00 0.129 3 10.00 0. 900 ! 0.024 8 8/26/04 2:00 0. 122 4 5.G0 0.800 I 0.074 6 1/05/05 8:00 �. 116 5 3.00 0. 667 ' 0.122 4 1/18/06 16:G0 0.074 6 2.00 0.500 0.116 5 11/24/06 4:00 0.059 7 1.30 0.231 0.235 1 1/Q9/08 6:00 0.024 8 1. 10 0.091 Computed Peaks 0. 202 50.00 0 . 98C Developed Peak Flow Rates - West Ba��n Flow Frequency Analysis Time Series File:pocwest.tsf Project Location:Sea-Tac ---T,nnual Peak Flow Rates--- -----Flow Freanency Analvsis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS} Period 0_140 2 2/09/O1 18:00 Q. 197 1 100.00 0. 990 0.059 8 1/OSl02 16:00 0. 140 2 25.00 0. 96C 0.110 4 3/06/03 19:00 0. 135 3 10.00 0. 900 0. 067 7 8/26/04 2:00 0.110 4 5.00 0.800 0. 068 6 10/28/09 16:00 0. 107 5 3.00 0. 66; 0.107 5 1/18/06 20:00 0.068 6 2.00 0.500 0.135 3 11/24/06 4:00 0.067 7 1.30 0.231 0. 197 1 1/09/08 9:00 0. 059 8 1.10 0.091 Computed Peaks 0. 178 50.00 0. 980 -t-10 Evende!!Plat Prelrmi�r�y 77R-June 200! i Table �i Wetpond Sizing Calculahons Fi ` t -�'j}ll y � � . ,^;� .. '� �, - �;,:�t,� , _ - � -F�� Runot'�' r ..-- Wetponil =Wet Pond � Forest;� T�ll.Grass ~Impervrnous.,,.Total Area,I Volume �- Vb/Yr volume � - , � _ _ � , _ � Facility= - (A� _ - (AG� -�A� '_�A� ��C� ' ;-(C� _ East Basin � Residential Lots/Onsite Road 0.00 3.79 4.82 8.61 9,018 3.0 27,0�3 i R/D Tract 0.00 0.16 0.66 0.82 1,082 3.0 3,245 r SE 136th Street Improvements 0.00 0.00 0.23 023 353 3.0 1,OS9 � Total 0.00 39� 5.71 9.66 10,452 31,357 i East Basin - SE 136th Street Improvements SE 136th Street ' Improvements 0.00 0.00 0.33 033 507 3.0 1,520 ', Total 0.00 0_00 0.33 0.33 507 1,520 West Basinx Residential Lots/Onsite Road 0.00 0.58 0.73 1.31 1,368 3.0 4,105 R/D Tract 0.00 0.00 0.10 0.10 154 3.0 461 SE 136th Street Improvements 0.00 0.00 0.17 0.17 261 3.0 783 Total 0.00 0.�8 1.00 1.58 1,783 5,349 iV1ean annual storm= 0.47 * Either a wetvault or biofiltration swale will be used to treat water in the west basin. � -1-11 I S. Conveyance System Analysis and Design - 1 � Stormwater R/D System Conveyance - The onsite stormwater system will be designed to convey the 25-year peak flow rate for 1 conveyance systems upstream of the stormwater facility. A conceptual design of the conveyance system is shown in Figure 6 of Section 4. 1 I ► � � � t � r � i 5-1 Everttlell P/Q1 Prelimincm�77R—Jurae 2001 N '� 6. Special Reports and Studies - � _ A summary of special reports and studies conducted for the Evendell Plat is presented belova�. Table 5. Summary of Special Reports and Studies Study/Report Date Conducted GeotechnicaVsoils N/A Wetfands Evendell Plat, King County, Washington. Wetland Delineation June 2001 and Report Floodplains NlA Groundwater N/A Anadromous fisheries impacts N/A Hydrolagy Level 1 Dow�stream Drainage Analysis (Section 3 Evendell Plat January 2001 Preliminary Technicalln.formation Report) Water quality N/A Structural fill N/A 6-1 Evendell Plnt Prelimrnary TIR-J�me 2001 9. Bond Quantities,Facility Summaries, and Declaration of Coveuant A bond quantities worksheet for the project will be prepared during final engineering for the submittal. A summary of onsite conveyance and water quality facilities is given in Figure 10. None of the facilities will be privately owned or maintained. Therefore a declaration of covenant is not needed. r � � 9-1 Evendell P1nt Preliminmy 7TR-June 2001 ► Figure 9. Site Improvement Bond Quantity Worksheet i � i � i . �:� e� - �z , 9-:.Y Evendell Plat Prelimin�y 77R-June 2001 Figure 10. Flow Control and Water Quality Facility Summary �� Development: Evendell Plat Date: 6-11-01 � Location: King County Township 23N, Range SE, Section 14 ENGINEER DEVELOPER Name: Ed McCarthy Name: Mike Romano(representing U.S. Land Develo ment,Inc. Firm: Haozous En ineerin ,P.S. Fum: U.S. Land Develo ment Associates,Inc_ Address: Address: 14816 SE 116th Street C/o Centurion Development Services Renton,WA 98059 22617 8th Dr. SE Bothell, WA 98021 Phone:(425 235-2707 Phone: (425)486-2563 Developed Site: 12 Acres Number of lots: 75 single-family residences Number of detention facilities on site: Number of infiltration facilities on site: 0 1 Combined Wetpond/R/D 1 Vault Downstream Draina e Basins Immediate Ma'or Basin Lower Cedar River Orting Hills Cedar River Number&type of water quality facilities on site: 1 bio6ltration swale(regular/wet/or sand filter(basic or lar�e?) continuous inflow?) sand filter, linear(basic or large?) 1 combined detention/WQ ponds sand filter vault(basic or large'?) flow dispersion trenches 1 vault combined detention/wetvault 2 energy dissipation structure(s) compost filter Basic pond(basic or large?) filter strip landscape management plan oiUwater separator(baf�le or coalescing plate?) catch basin inserts_ Manufacturer pre-settling pond pre-settling structure:Manufacturer flow-spiitter catch basin DESIGN 1NFORMATION Easterly Basin SE 136 Street Westerly Basin (Easterl Basin} Water uali Desi Volume (CF) 31,400 5,300 Biofiltration Swale Onsite Area(AC) 9.43 0.00 I.41 Offsite Area(AC} 0.56 033 036 Type of Storage Facility Combined Wetvault Vault We ond/R/D Re uired Live Stora e Volume(CF) 1 18,000 N/A 18,000 Figure 10 (continued) DESIGN INFORIv1ATION Easterly Basin SE 136 Street Westerly Basin (Easterl Basin) Predeveloped Runoff Rates 25-year(CFS)** 0.645 0.023 0.138 Post-R/D Devetoped Runoff Rates 25- ear(CFS)*• 0.611 O.Oti9 0.140 '* Based on KCRTS 1-hour peak rates for the proposed developed area. 10. Opecations and Maintenance Manual - - ` � The conveyance and watez quality facilities for the Evendell Plat will not be privately maintained nor do they contain non-standard features. The table below specifies the maintenance requirements for each component of the stormwater facility being constructed. Applicable maintenance requirements, taken from the 1998 Surface Water Design rLfanual, are referenced to the pages that follow. Table 7. Summary of Maintenance Requirements for Stormwater Facilities Maintenance Requirement ■ No. 1 —Detention Ponds ■ No. 4— Control Structure Restrictor ■ No. 5 — Catch Basins ■ No. 6—Debris Barriers ■ No. 10—Conveyance Systems ■ No. 13 —Water Quality Facilities—Wetponds ■ No. 13 —Water Quality Facilities—Wetvaults ■ No. 13 —Water Quality Facilities—Biofilration Swales 10-1 Evendell PIu1 Prelimirr�y 77R-June 1001 J. 1 - DETENTION PONDS `,Maintenance `- Defect ` `. Conditions�When;Maintenance; � ".. Results Expected Wh�n � Cvmponent :. `� �� } -. ' Is Needed � ` '; � ` r '.. Maintenance Is Pertormed ,�' � f r� ' '; F ' , _ General Trash 8 Debris Any Vash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation which No danger of poisonous vegetation may constitute a hazard to County personnel or where County personnel or the the public. public might normaliy be. (Coordination with Seattle-King County Heatth Department) Pollution Oil,gasoline,or other contaminants of one No contaminants present other than gallon or more or any amount found that could: a surface fifm. (Coordination with 1)cause damage to plant,animal,or marine life; Seattle/King Counry Health 2)constitute a fire hazard;or 3)be flushed Department) downstream during rain storms. Unmowed Grass/ lf facility is bcated in private residential area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in height. In other areas,the general mowed to 2 inches in height. policy is to make the pond site match adjacent Mowing of setected higher use ground cover and terrain as long as there is no areas rather than the entire slope interference with the function of the faciliry. may be acceptable for some situations. Rodent Hotes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or as a dam or berm,o�any evidence of water berm repaired. {Coordination with piping through dam or berm via rodent holes. Seattfe/King County Health Department} Inseds When inseds such as wasps and hornets Insects destroyed or removed from interfere with maintenance activities. site. Tree Growth Tree grovrth does not allow maintenance access Trees do not hinder maintenance or interferes with maintenance activity(i.e.,slope activities. Selectively cuttivate trees mowing,silt removal,vactonng,or equipmeni such as alders for firewood. movements). If trees are not intertering with access, leave trees alone_ Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by cause of damage is still present or where there using appropriate erosion control is potential for continued erosion. measure(s);e.g., rock reinforcement,planting of grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment Geaned out to designed designed pond depth. pond shape and depth;pond re- seeded rf necessary to controf erosion. Pond Dikes Settlements Any part of dike which has settled 4 inches lower Dike should be built back to the than the design elevation. design elevation. Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards. Overflow/Spillway area five square feet or larger,or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. 10-? �. 4 -CONTROL STRUCTUREIFLOW RESTRICTOR ;Maintenance ,'Defect { ;;=Condit�on When Maintenance.is - R�sults Expected When ��, Corriponent ;� ` �� Needed ` Maintenance is`; � �`�'" , ,y ` ' , Perfomted � t 3 4 1.. !�f 1 L�, � �1. )�. F S � � ... � -. . .. . .:. . . i. - .. . . ,.. . ... . . . .. �.. . . . . . . , .... :�... General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1-1l2 feet. Structural Damage Structure is not securely attached to manhole wall Strudure securely attached to and outlet pipe strudure should support at least waU and outlet pipe. 1,000 ibs.of up or down pressure. Structure is not in upright position(al{ow up to Structure in correct position. 10%from plumb). Connedions to outlet pipe are not watertight and Connedions to outlet pipe are show signs of rust. water tight:strucfure repaired or replaced and works as designed. Any holes—other than designed holes—in the Struciure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and worics as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properfy due to Plate is in place and works as missing,out of place, or bent orifice plate. designed. Obstructions Any trash,debris, sediment,or vegetation Plate is free of all obstrucfions blocking the plate. and works as designed. i Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstruciions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards No.3 See'Closed Detention Systems' Standards No.3 Catch Basin See"Catch Basins'Standards No.5 See'Catch Basins"Standards No.5 10-3 �. 5 -CATCH BASINS �.�ain#enance' ;_Defect;y , ' 'Conditions When Maintenance is > Results Expected When ``. Com onent � �; ` ' , Needed � Maintenance is ,. , p , F � : ; - � � � performed � :x � .,.+ i� � , ..� +� ; Y .� � y s .f- 2 . .� :-... . ..� . . ..:- ....... . � . . . . ........� .,,.. ....... � . . ... .. .. . . . . . .... . .. .. ... General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (InGudes Sediment) located immediatey in frant of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to inveR the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which votume would attract or support the breeding of insects or rodents. Structure Damage to Corner of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(lf applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). ' Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top I of more than 3/4 inch of the frame from the top slab. I slab. � i Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to I Bottom any evidence of soil particles entering catch basin design standards. � through cracks,or maintenance person judges that j structure is unsound. ' � Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inleJ outlet pipe or any evidence wide at the�oint of inlet/outlet of soil partides entering catch basin through pipe. cradcs. SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment. design standards. 10-4 O. 5 -CATCH BASINS (CONTINUED) maintenance Defect ,>':` �onditions When_Maintenance is� , �` Results"Expected Wheri_�`' . , mponent'.,� � � �- ,Needed ; � , , ' Maintenance�s: CO , � ;, �� 7 ,, -. _ f { performed y .f � � r � f .:� ,. ... . . ., . ... ....> .. . .._ ..�. .. .. .. .. . ..._ . ..., . .,... ..._. ,r.,,.... Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blodcing opening 10%of the basin opening. to basin. Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth more than six 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. Catch Basin Cover Cover Not in Place Cover is missing or only partially in ptace.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame ha�e less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs.of lift; intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cradcs,or sharp edges. and aflows mairtenance person ' safe access. �Y�etal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Deb�is Trash and debris that is blocking more than 20%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 BARRtERS (E.G.,TRASH RACKS) Maintenance Defect - � Condition When;Maintenance �s ;> ,. Results,Expected When C.omponents � 'Needed ;, : y �; � � �'.-Maintenance �s <. ` �:� ;, Performed. � � . . . __ . , : .. . ,._ _,. :_ General Trash and Debris Trash or debris that is plugging more than 20%of Barrier ctear to receive capacity the openings in the barrier. flow. Metal Damaged/Missing Bars are ben;out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to to any part of barrier. design standards. 10-5 i O. 10 -CONVEYANCE SYSTEMS (PIPES 8 DITCHES) ' Maintenance �� ;Defect ': � ;: :Conditions When Maintenance is ,Results Expected When��`, Component , .Needed � � - Maintenance ts; ` �,' ' r i , - `� r' 4 �erforrrted �� •; . , ',. , , z ; ; ' ` ?, , s, �' ti ' � � a ' � , �,�.� ,.� ;. , . ,;- � - .�. , . ... . _ . .. . .. . . ... . . ..._ . �,.,.._.. . <,:.: , ..:..:.., ... . Pipes Sedirnent 8 Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of ail sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water , through pipes. flaws freely through pipes. Damaged Protective coating is damaged; rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20°�. Open Oitches Trash 8 Debris Trash and debris exceeds 1 cubic foot per 1,OQ0 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned!flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Erosion Damage to See'Ponds'Standard No. 1 See'Ponds'Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design � Place or Missing(If the rock lining. standards. Applicable)_ Catch Basins See"Catch Basins:Standard No. 5 See"Catch Basins'Standard No.5 � Debris Barriers � See'Debris Barriers"Standard No.6 See'Debris Barriers"Standard (e.g.,Trash Rack) No.6 10-6 �. 13-WATER QUALITY FACILITIES Wetponds Maintenance Defect '' � Condition When Maintenance �s Results Expected When : Component ' Needed Maintenance is;: ; , �,. , ., �� 1 . T= � Performed Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees Mowing is generally required when height exceeds and bushes should be removed 1&inches.Mowed vegetation should be removed where they are interfering with from areas where it could enter the pond,either pond maintenance activities. when the pond level rises,or by rainfall runoff. Trash and Debris Accumulation that exceeds 1 CF per 1000-SF of Trash and debris removed from pond area. pond. InIeU Outlet Pipe InIeU Outlet pipe clogged with sediment and/or No ctogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus frinches, bottom. Bottom usually the first cell. Qil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by the pond bottom,that exceeds 6-inches,or where using proper erosion control continued erosion is prevalent. measures,and repair methods. Settlement of Pond Any part of these components that has settted 4- Dike/berm is repaired to Dike/Bertn inches or lower than the desgn elevation,or specifications. inspector determines dike!berm is unsound. Rock Window Rock window is clogged with sediment. Window is free of sediment and debris. Overflow Spilhnray Rock is missing and soil is exposed at top of Replace rocks to specifications. spiflway or outside slope. 10-? O. 13-WATER QUALITY FACILITIES Wetvaults Maintenance ;.=Defect: ,,; �Conditio�Wheh Maintenance is:, � Results Expected When��'�: � � �Component ' `` � �� , Needed 1 ' ' , � � : Maintenance is `` � ; , ,.,_ - , P�rformed . ,, : •'� t :' ... ...i�, f �_ i. , ... . .�. ....,. :. . � . . ., .. ... .,r ' . , • �. : . } ' Wetvault Trash/Debris Trash and debris accumulated in vautt, pipe or Trash and debris removed from� ` Accumulation inlet/outlet,(includes floatables and non- vault. i floatables). Sediment Sediment accumulation in vault bottom that Removal of sediment from vault. Accumulation in Vault exceeds the depth of the sediment zone plus 6- � inches. Damaged Pipes Inlet/outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. i Access Cover Cover cannot be opened or removed,especially Pipe repaired or replaced to Damaged/Not by one person. proper working specifications. Working ' Vault Structure VauR:Cracks wider than 1/2-inch and any No cracks wider than 1/4-inch at ' Damaged evidence of soil particles entering the structure the joint of the inleU outlet pipe. through the cracks,or maintenance/inspection Vault is determined to be personnel determines that the vauR is not structurally sound. structurally sound. Baffles Baffles corroding,cracking,warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/inspection staff. Access Ladder Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired to Damage properly,missing rungs,has cracks and/or specifications,and is safe to , misaligned. use as determined by inspection personnel. 10-8 . 13-WATER QUALITY FACILITIES Biofiltration Swales MaintenanCe `� .Defect �. :Condition When Maintenance is;:: , , ` Results Expected When,�. �Component ' , :�, Needed Maintenarice is . ' �Performed - Biofiltration swale Sediment Accumulation Sediment depth exceeds 2-inches No sediment deposits on grass . on Grass Layer layer of the bio-swale,which would+mpede filtration of runoff. Vegetation When the grass becomes excessively tall Vegetation is mowed or (greater than 10-inches);when nuisance weeds nuisance vegetation is and other vegetation starts to take over. eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Inlet Outlet Pipe InfeU outlet pipe clogged with sediment and/or No clogging or blockage in the debris. inlet and outlet piping. Trash and Debris Trash and debris accumulated in the bio-swale. Trash and debris removed from Accumulation bioswale. Erosion/Scouring Where the bio-swale has eroded or scoured Bioswale should be re-graded the bottom due to flow channelization,or higher and re-seeded to spec�cation, flows. to eliminate channeled flow. Overseeded when bare spots are evident. 10-9 I l f i 1 L References 1 King County Department of Natural Resources, 1998. King County Surface Water Design � ' Manual. Seattle. � King County Department of Natural Resources, 1997. Lower Cedar River Basin and Nonpoint � Pollution Action Plan. Seattle. King County Department of Parks, Planning, and Resources, 1990. Sensitive Areas Map Folio. � Seattle. U_S. Department of Agricniture, Soil Conservation Service, 1973. Soil Sun.�ey of King County � Area, Washington. 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's.�; � �t��^�'r,yr`�,r;��:,�;��= _�;��%,�•.•.t � .*a.s :.� �,�., :� ;` � "' �Y '� y'� � e ��y'� �.r��t 1 i�"� - :��" � ti +. ^� �`��,-�• �^ *��'� .• a<il'�/��,t��Y� �ti?� ,y�, -y�''. .5 ,. �� %� �� '�. �. `��+ ,_ �► • ` � ��.. ? fti� :b �. ri.��„` t:�t:. �i¢ ' . v yc., � U ��v.f��-- a '►�' `�'�.� . �4�� `"� .' �,,.., a�.. �r a � �r{� '� a. 'y,��j�`� '�°r:�`'�u �.�.;� �d��.wi ' :,_�h�f�{� �t^+�t;�,c`�Hr-� "�` ,,� °.n...r�+��,'�� ` � � � � Photo Number 5 ♦ Yhoto Number 6 Date of Photo: O1/OS/Ol Date of Photo: O1/OS/O1 Location: Location 11 in Fi ure 5, loolcin south. Location: Locaiion 33 in Fi t�re S, lookin south. Description: After leaving the southeast corner of the site, Description: A drainage ditch flows to the south along the ditch along 160th Avenue S� continues to 156th Avenue SE. 1'he ditch has several flow to tt�e south. drivewav and_road culverts along its�ath. _— ,, , �-, � �_ ,.�,� „ �'�k.wr� `d. i � � � iI i �.�'I' t �I � .�, �'`� � � �,ti�; W.� I �' `1 '�� 5.6: r f�ius'�� i �, _ . _. . .. x�, .,"r�`'�.' .. .'�"�' . t ., F� . .n .� . '43 _� . . ;r_ "�i { , , 1 '^si�. ` -,. 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Summary of Downstream Drainage Complaints Complaint Date Property Owner Description of Complaint I Number 89-0867 13802 160` Avenue SE Drainage complaint not available. 95-0107 2/O1/95 Steve Kohr Broken culvert at entrance to cul-de-sac. 15641 SE 138�' Place � 97-0206 1/10/97 Don Gregg Offsite flows impacting private property. 16046 SE 142"d Place Backyard flooded with larger storms. Septic system operation impacted. Investigated for '' Neighborhood Drainage Assistance Program. 97-0318 1403 8 �6t Avenue SE Flooding due to plugged cuivert. Drainage complaint is a claim and is not currently available. 97-0423 14028 160 Avenue SE Roadside flooding—overflow of ditch along 160th Avenue SE. Drainage complaint not ;i available. 98-0202 3/19/97 Paul Huff Drainage from neighbor impacting low area of � 14312 160`t'Avenue SE private property_ '� Evendell Pl�n Prelimrnurv TIR—June_'00f : i �J I `JZ - � 1 , ' ` ' , _ , _ - - � � _ i . � , � ; _ � - - ---- ------ --- -- -- ' - - ---- !--- 9 -�39 � - -- - ` ' 9 - 31 � ; � � � --� �----- - - . -- -� - �;�; __ 5- 079_- 3�0� , , - _�g -0115 . +- - --- - -- 91,�97'S0 _ --, ,. _ . j �-- - - -- - - �` __:--. - ; I� � , �-- Y ; � , �: , � , � `;,`I . _� ..____' _' _ 1 I � ' __� � `� ' _ �~L �f ^-11I i_ ---_ __ �"_'_ �. � ( 1 i 5 f :8,�3-�,86 _96'�'_b7_ I l- _�`c � I _ ;`_ _�_ --- ; ____ . ~� ' � `�� !- � -- -- � _ -- _,_ , � - --- � � - =1 �, � - - �-�-�U132 i �'� -� - -- - - `"�`��,; ` , : ;- � - , , _, . ---- �-_8 - ` 7_ � - � , -- - , i �� i 1 ,98 0350'i -- � - l ' -- - ,_ � -� , � � - - -- -- ' - ., � i ��__ r I _• � �, �� , i � i r- - �- �{ � - ' :� ; - ,- i , _ _ . -_ � - - - _ _ - 9 _ .__- ; � ' -- , , ! _ � �-- - � - , 9 - ; ----------------- -- _ -_ - - - -- ' ; _5' I ' -, �$� Q i g0- k; .�TM, i ;-- -; i - --- _- __ �-- __ �-l �.� I_ 87-�9 r . -- .i �--- - .f r . : ' -- i � -- . __. ��_ �O 1I ! ' i i - - - � � oo5si — -�, - ,---��bio� �', > >T, ---- ; � � '� � � ._ � , � �,---- .- ; '- � = � � � �—, � --.-- f��e � ' � -i ; - � . � ; _ � � ��' 8 =� - — - ' _ . . .-� _ � .._ � - t .� . �� " _ . I �' F"-'.� -- �', _ . .. ��-;-'-,--- � � - ---9��07 ` � . - i' � _ � � , _ �f : �� I I .._ . T. -_ �. _ - _'_ ___ i '__l. O� �" i �i ,�_ ___.__ .' __ 1�- I.__- _._ ____ -- I `/. � /.!.�1 -!! ; � i�� ; ',� : _ __ _ ' " � i - - - ._____'._._.'__'- I 1 ,��I r i��"; . .' -' i '� i� , - � -_ -- ;r97-0318' -- !� 23 -- -- - � � , : i � _ -_ , �- -r,--;` � �. - _ " ��'_ � ;- -- � I �; - ' 37 i .' '-- , , ,_ : ' ;- 9 24 -- - 86,. �_ - _ . � 06 _ — 96�8556 __' 98 22 — - _-- - _ � �.. � 8 -,_ I - � - -- ' -' - - �� __9 � �_ � ; . ; � , � ' � _ , _� �; - - -- ::�' - - - - _ - - - - _- . .. 8 �2�� 5 . 8 - 22 �� . -_�_ � � - - - - - , �: , , �, _ _ -, - � �9. 9Q -- --I I � i� ,- � _ J-•_�9 - '� '' ---- ' '- - ,�__ . ._ r-�^� -�62 ' _ , _ � i , ��; - -- - ; , • ` � � _ � __ `_ ___-; �I�_ __ � 91� '4� - _� _ ��` _ --�' � .}----- - �_' ' S - - 3 - - i J�. � , -, , � � - _ _ --' �- I . � �J�� -_ ' _ I .. `_: . `�( �7�� I - -- '- ,- - � �� ` ' - . , � ' . _ -` : - _ _ _j j i -I �' , r _ � _. � _ � � -- - - ''�` ` ' ��#� � _ � - �� ' �8�0086 '� � �3a , -_ -�101 - , f 8 � ,rz �'_�� 3 �6 > � ��' , ; - ' ... _� _ � ' 90 ` 43_ ;. - . . 99� ; _ 90-�� , �56 - 50 90�8�. : _ � ,. � , ,. _ _ ; ' ' " .. . � - -------------------- -- , _ — - - , � �, , _�3 2' - l --------------- r �' ° t' ' 96 � 53 87- ;� __ ----�------ - -� - 12593 0918 '' r �a g . ;, . 91 0213 0 �� Y-��.'=,�--- .' . =1 � 9 _1- 98 , �� . 90 Q" 01: ' --- � - � � :��.�: '_ '_� �3�u:�8 �.�. 1 TRLE rlw'�'�'�'7�� V�f��r�[��9C�o (�,��. Drainage Complaints - From the Files of KCWLRD _ � � If�coum,wacer and l�nd Be��Sion-a�airtage serrices section ��{t�� Pnnted: 721t8/00 7:36:SB AM � � Tli9s d htihiem Ad�eas�t Pro9ieio �ts i6ra yp� 1974-0095 C RIPRAP 15225 JONES RD ROCKS/DIKEJ15219 JONES RD/CEDAR RIV 657A4 1974-009G C RIPRAP 15224 JONES RD ROCKlDIKE/JONES RDlCEDAR RNER 657A4 19740103 C 15631 JONES RD SE W/O BACKFILUJONES RD 657A4 1974-0106 C DRNG 15005 JONES RD DITCWALONG CEDAR 657A4 1975-0128 C FLOG 16418 SE�45TH ST STORM SEWERSBRIARWOOD S 65784 1976--0084 C 156TH PL SE/JONES RD DAMAGE ALONG RDlCEDAR RIVER AREA 657A4 1976-0091 C DEBRI 15463 SE JONES RD CEDAR RIVER 657p,4 1979-0090 C DRNG 14406 162ND AV SE �,57g3 1980.0717 C DRNG 13405 158TH AVE SE fiS7q2 1981-03�6 C 15035 SE JONES RD DIKE JETTYlCEDAR RIVER 657A4 1982-0520 C FIDG 13672 160T}i AVE SE 65782 1982-0521 C FLOG 16426 SE 145TH PL BRIARWOOD AREA 65784 1983-0357 C �RNG 14827 SE JONES RD CHNL OVEf2FlO1MADSEN CRK 657A4 1983-0386 C DRNG 15243 SE 132ND ST DRNG DITCWSE 132ND ST/152ND AVE SE 657A2 1983-0387 C FLDG 14063 171ST AVE SE BRIARWOOD AREA 657B3 1984-0224 C FLDG 16211 SE 145TH ST 65784 1985-07�0 E FILL 15035 SE JONES RD KG CTY NOT RESP-WILLnotENF 657A4 1986-0372 C V�OLATE 15817 SE JONES RD MOBILE HOME IN FLOOD PLAIN 657A4 1986-0372 E ILL DVLT '15817 SE JONES RD TO BALD FOR CM(CHK STAT BY CMDT). 657A4 �986-0378 C FIDG 13129 160TH AVE SE BIOCKED DfTCH 65782 1986-0437 C CULVERT 15252 SE 142N0 PL INSTALLATION-NEED CB 657A3 1986-0651 C FI�LING 15045 SE JONES RD SEE 86-0745,1158 657A4 198fr0745 C FILL 15045 SE JONES RO ILLEGAL FILL-CEDAR R1VER 657A4 1986-0812 C EROSION 15421 SE JONES RD CEDAR RIVER 657A4 1986-1158 C FLDG 15059 SE JONES RD SEE:86-0745 BRAMBLETf 86-0745 657A4 1987-0430 C TRFD TO SWM-FMlRD DRNG. 65782 1967-0430 ER OHISWM DIV PLY. 65782 1987-0430 NDA OH/SWM DIV PLY. 65782 �987-0496 C DRNG 16423 SE 135fH ST SEEPAGE 65782 1987-0589 C SEE 87-0430 WILSON. 65762 ' 1987-0593 C DRNG 16904 SE 136TH ST DRNG ESMT WATER/DITCH NEEDS MAINT 65762 1987-1001 X FILL 16861 SE JONES RD IILEGAL FILL IN FLDPLAIN 65764 7988-0377 C DRNG 14250 161ST AVE SE HAZARDOUS POND OH(f0 CM.06110l89 65783 1989-0020 C FILL 13400 168TH AVE SE NEAR DRNG CHNL 65782 1989-OOB6 C DRNG 14820 154TH PL SE INSTALLING DRAINAGE 657A4 ' 1989-0863 C DRNG 13224 �68TH AVE SE DITCH CLEANING/LOSING YARD 65782 1989-0867 CL DRNG 13802 160TH AVE SE CL#12735 DUE APRIL 65782 i Page 1 ot 4 7fTlE �'�� f�� °g• Drainage Complaints - From the Files of KCWLRD I � Appendig B. Stormwater R/D System Design Appendix B.1 Stormwater Facility Control and Overflow Design � Appendix B.2 KCRTS Pond Design ; � I Evende!!Plmt Preliminary TIR-June�(NJI Appendix B.1 Stormwater Facility Control and Overflow Design Evendell Pl�Prelimirrary 77R—June 2001 � i Appendix B.2 KCRTS Pond Design East Basin - Retention/Detention Facility Type of Facility: Detention Pcnd Side Slope: 3.00 H: 1V Pond Bottom Length: 167.00 ft Pond Bottom Width: 58.00 ft Pond Bottom Area: 9686. sq. �t Top Area at 1 ft. FB: 23762. sq. �t 0.546 acres Effective Storage Depth: 7.50 ft Stage 0 Elevation: 452.00 ft Storage Volume: 115676. cu. ft 2.656 ac-ft Riser Head: 7.50 ft Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter {ft) {in) (CFS) (in) 1 0.00 1.50 0.167 2 5.50 2.30 0.203 6. 0 3 5.90 2.80 0.269 E.0 Top Notch Weir: Ncne Outflow Rating Curve: None Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-�t) 1 3.53 1.10 7.60 459. 60 117770. 2_70�1 2 1.74 0.58 7.13 459. I3 107632. 2.971 3 2.09 0.50 6.65 458. 65 97838. 2.246 4 1.74 0.46 6.47 458.47 94092. 2.160 5 1. 84 0.21 5.72 457.72 79774. 1.83� 6 1. 50 0.11 3.30 455.30 39784 . 0. 913 7 1. 40 0. 13 4.41 456.41 56865. 1.305 8 1.09 0.14 5.11 457.11 68647. 1.5%6 Hyd R/D Facility Tributary Reservoir POC Outflew Outflow Inflow Inflow Target Calc 1 1.10 0.16 ******** ******* 1.13 2 0.58 0.08 ******** ******* 0. 61 3 0.50 0.09 ******** ******* 0.52 4 0.46 0.08 ******** ******* 0.47 5 0.21 0.09 **�`***** ******* 0.21 6 0.11 0.08 ******** ******* 0. 18 ? 0. 13 0.07 **�****+ :****** 0. 18 _ O. i4 0.05 ''<'**�_ x*'***< 0 . =7 iEvendel!Pl�Preliminary 77R-Ju�ce Z001 � West Basin - Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 80.00 ft Facility Width: 25.00 ft Facility Area: 2000. sq. ft i Effective Storage Depth: 9.00 f� Stage 0 Elevation: 470.00 ft Storage Volume: 18000. cu. ft Riser Head: 9.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.70 0.040 2 4 .75 1.30 0.099 4 .0 Tap Notch Weir: Rectangular Length: 3.00 in Weir Height: 8. 90 ft Outflow Rating Curve: None � Hyd Inflow Outflow Peak Storage � Stage Elev (Cu-Ft) (Ac-Ftj 1 0.60 0.15 8. 96 478. 96 17921. 0. 9'_= � 2 0.29 0.11 7.61 477. 61 15219. C.349 � 3 0.30 0.10 6.91 476.91 13815. 0.31i � 4 0.31 0.08 6.00 476.00 12009. 0.276 � 5 0.35 0.09 6.07 476.07 12133. 0.27G 6 0.2E 0.02 3.11 473.11 62i4. 0. 143 � 7 0.31 0.02 2.40 472. 40 4797. O.11C .; 8 0.24 0.03 3.97 473. 97 7942. 0_182 � Hyd R/D Facility Tributary Reservoir POC Outflow � Outflow Inflow Inflow Target Calc 1 0. 15 0.09 ******** ******* 0.20 � 2 0. 11 0.05 *****�** ******* 0.14 � 3 0. 10 0.05 ******** ******* 0.13 4 0.08 0.05 ******** ******* 0.11 � S 0.09 0.05 ******** ******* 0.11 � 6 G_02 0.05 ******** ******* 0.07 iT 7 0.02 0. 06 *+****** ******* 0 07 � 8 0_03 0. 04 x******* ******* 0.06 � ---------------------------------- ; Route Time Series through Facility � Inflow Time Series File:devwest.tsf � Outflow Time Series File:rdoutw POC Time Series File:pocwest ;:�:: Inflow/Outflow Analysis � Peak Inflow Discharge: 0.595 CFS at 6: 00 on Jan 9 in Year 8 � Peak Outflow Discharge: 0.196 CFS at 11:00 on Jan 9 in Year 8 � Peak Reservoir Stage: 8.96 Ft Peak Reservoir Elev: 478.96 Ft � Peak Reservoir Storage: 17921. Cu-Ft . 0.4I1 Ac-Ft � � Evendel!Pl�Prelimrrurry 77R-Juree 2001 � �I �f I I , Appendix G Conveyance Calculations � Appendix G 1 Stormwater System Conveyance Appendix C2 KCRTS Time Series Calculations Appendix C.3 KCRTS Peak Flow Rates Evendel!Plai Prelrmrnarv 77R—June?001 � � � �I � � Lcading Time Ser�es File:bywest.tsf . � Computing Interval Lccations Computing Flow Durations � �i Durations & Exceedence Probabilities to File:bywest.dur . � Analysis Tools Command ! ---------------------- RETURN to Previous Menu � ----------------------- 0 KCRTS Command � eXit KCRTS Program � ------------------ � � ■ ■ �! � Evendell Plat Prelrmir�v 17R-June�001 � � �� Appendis C.3 KCRTS Peak Flow Rates ` -- _ Flow Frequency Analysis Time Series File:exeast.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- F1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0. 645 2 2/09/O1 18:00 __0.891 1 100.00 0. 990 0.20G 7 1/OS/02 16:00 0. 645 2 25.00 0.960 0.5I7 3 2/28/03 3:00 0.517 3 10.00 0. 900 0.037 8 3/24/04 19:00 0.508 4 5.00 0_800 0.303 6 1/05/05 8:00 0.457 5 3.00 0. 667 0.508 4 1/18/06 20:00 0.303 6 2.00 0.500 0.457 5 11/24/06 4 :00 0.200 7 1.30 0.231 0.891 1 1/09/08 9:00 0.037 8 1. 10 0.091 Computed Peaks 0. 809 50. 00 0. 980 Flcw Fr�quenc�✓ ian�lJsis Time Series File:exwest.tsf Froject Location:Sea-Tac � ---Annual Peak Flow Rates--- -----F1ow Frequency Analysis------- F�ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob ;CFS) (CFS) Period �.138 2 2/09/O1 1�:00 0.235 1 100.00 0.990 �. 059 7 1/05/02 16:00 0. 138 2 25.00 0.960 � .129 3 2/28/03 3:00 0.129 3 10.00 0. 900 Q.024 8 8/26/04 2:00 0.122 4 5.00 0.800 0. 074 6 1/05/05 8:00 0.116 5 3.00 0. 667 G. 122 4 1/18/06 16:00 0.074 6 2.00 0.500 0 .116 5 11/24/06 4 :00 0.059 7 1.30 0.231 ��.235 1 1/09/Q8 6:00 0.024 8 1. 10 0.091 Computed Peaks 0.202 50.00 0.980 Flow Frequency Analysis Time Series File:deveast.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Anaiysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob {CFS} (CFS) Period 1.74 6 2/09/Ol 2:00 3.53 1 100.00 0. 990 1. 40 8 1/05/02 16:00 2.17 2 25.00 0.960 2.09 3 2/27/Q3 7:00 2.09 3 10.00 0. 900 1.50 7 8/26/04 Z:00 1.84 4 5.00 0.800 1.80 5 10/28/04 16:00 1.80 5 3.00 0. 667 1.84 4 1/18/06 I6:00 1.74 6 2.00 0.500 2.17 2 10/26/06 0:00 1.50 7 1_30 0.231 3. 53 1 1/09/08 6:00 1.40 8 1. 10 0.09i Com�uted Peaks 3.08 �0. 00 C. 980 Evende!/Plat Prelrmrnarv 77R-June:001 Flow Frequency :�nalysis Time Series File:devwest.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----�iow Frequency Analysis------- i Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.294 6 2/09/O1 2:00 0.595 1 100.00 0.990 0.290 8 1/OS/02 16:00 0.378 2 25.00 0. 960 0.354 3 2/27/03 7:00 0.354 3 10.00 0.90G 0.260 7 8/26/04 2:00 0.313 4 5.00 0.800 0.313 9 10/28/04 16:00 0.312 S 3.00 0. 6E7 0.312 5 1/18/06 16:00 0.294 6 2.00 0.500 0.378 2 10/26/06 0:00 0.260 7 1.30 0.231 0.595 1 1/09/08 6:00 0.240 8 1.10 0.091 Computed Peaks 0.523 50. 00 0_ 980 Flow Freauency A�alysis Time Series File:byeast.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----F1ow Frequer.cy Analysis--,---- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS} Period 0.080 7 2/09/O1 2:00 0.156 1 100.00 0. 990 0.070 8 1/05/02 16:00 0. 120 2 25.00 0. 960 0.098 3 12/08/02 18:00 0.098 3 10.00 0. 900 0.082 6 8/26/Oa 2:00 0.097 4 5.00 0.800 0.097 4 10/28/04 16:00 0.085 5 3.00 0. 667 0.085 5 1/18/06 16:00 0.082 6 2. 00 0.500 i 0.120 2 10/26/06 0:00 0.080 7 1.30 0.231 0. 156 1 1/09!�8 6:00 0.070 6 1 . 10 0.091 Computed Pea:{s 0. 144 50.00 0. 98C Flow Frequency Ar.alysis Time Series File:bywest.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----:low Frequency F�nalysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.046 7 2/09/O1 2:00 0.090 1 100.00 G.990 0.040 8 1/OS/02 16:00 0.069 2 25.00 0. 960 0.056 3 I2/08/02 18:00 0.056 3 10.00 0.900 0.047 6 8/26/04 2:00 0.056 4 5.00 0. 800 0.056 4 10/28/04 16:00 Q. 049 5 3.00 0. 667 0.049 5 1/18/06 16:00 0.047 6 2.00 0.500 0.069 2 10/26/06 0:00 0.046 7 1.30 0.231 �. 0.090 1 1/09/08 6:00 0.040 8 1.10 0.091 � Computed Peaks 0.083 50.00 0.980 � Evatdell Plat Prelrminarv 77R-June 2(�I � � � / 1 . Flow Frequency P.nalys�s � =ime Series File:poceast.tsf Project Location:Sea-Tac � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- F1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) Period ' 0.611 2 2/09/Ol 19:00 1.13 1 100.00 0.990 0.177 7 1/05/02 16:00 0.611 2 25.00 0. 960 0.517 3 3/06/03 20:00 0.517 3 10.00 0. 900 0.182 6 8/26/04 2:00 0.472 4 5.00 0.800 1 0.173 8 1/05/05 B:00 0.214 5 3_00 0. 667 . 0.214 5 1/19/06 2:00 0.182 6 2.00 0.500 0.472 4 11/24/06 6:00 0.177 7 I.30 0.231 1.13 1 1/09/08 11:00 0.173 8 1.10 0.091 � �cmputed Peaks 0.955 5Q. 00 0. 980 1 Flow Frequency Analysis 1 Time Series File:pocwest.tsf Project Location:Sea-Tac � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- F�ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.14� 2 2/09/O1 18:00 0.197 1 100.00 0. 990 � ' 0.059 8 1/05/02 16:00 0.140 2 25.00 0. 960 , 0.110 4 3/06/03 19:00 0.135 3 10.00 0.900 0.067 7 8/26/04 2:00 0.110 4 5.00 0.800 0.068 6 10/26/04 16:00 0.107 5 3.00 0. 667 0. 107 5 1/18/06 20:00 0.068 6 2_00 0.500 � 0. 135 3 I1/24/06 4:00 0.067 7 1 .30 0.231 0. 197 1 1/09/08 9:00 0.059 8 1 . 10 0.091 Computed Peaks 0.178 50 .00 0. 980 i Eventlell Pla1 Prelimmart�77R-June 3001 1 � r Appendix D. Hydrologic Model Documentation � The following is a description of KCRTS input and output files used in designing the R/D facilities and conducting the downstream drainage � analysis for the Evendell Plat. EXECUTABLE FILES � basins.exc: This executable file creates time series for all contributing areas to 1 the downstream system. , tar_exc: . This executable creates target duration files for R/D design. 1 TIME SERIES FILES I � R/D Design exeast.tsf: � The site' s easterly basin under existing conditions . Includes area of proposed road improvements along SE 136" Street . � exwest.tsf: r The site' s westerly basin unde� existing conditicns . Incl.udes area of � proposed road improvements aiong SE 136`h Street . byeast.tsf: ( The portion of proposed road improvements along SE 136t''' Street in the easterly basin that bypasses the stormwater facility. 1 bywest.tsf: The portion of proposed road improvements along SE 136�h Street in the westerly basin that bypasses the stormwater facility. 1 deveast.tsf: The site' s easterly basin under proposed developed conditions . � Includes area of proposed road improvements along SE 136`h Street . 1 devwest .tsf: The site' s westerly basin under proposed developed conditions . � Includes area cf proposed road improvements a�ong SE 136t' Street . poceast.tsf: � Time series for deveicped conditions at the si�e' s easterly downstream point-of-compliance. pocwest.tsf: Time series for developed conditions at the site' s westerly downstream ' point-of-compliance. � I EvendeU Pl�Preliminarv T7R-June 2001 1 ■ tare.tsr: Target duration curve for the proposed R/D system for the site' s easterly basin. Based cn the following times series : exeast . tsf. tarw.tsf: Target duration curve for the proposed R/D system for the site' s westerly basin. Based on tne following times series : exwest .tsf. RESERVOIRS rdeas .rdf: The Evendell Plat R/D facility managing stormwater from the easterly basin of the developed site, inciuding an offsite road improvements . rdwes .rdf: The Evendell Plat R/D iacility managing stormwater from the westerly basin of the developed site, including an offsite road improvements . GENERAL NOTES 1. Seatac regional rainfall runoff �iles with a scale factor of 1 . 0 were used in the hydrologic simulations . ? . R/D facilities were designed with the 8-year data set . 1-hour peak flow rates were used for detention calculations . 3. 15-minute peak flow rates were used for conveyance calculations . 4 . Gravel areas were modeled in KCRTS by assuming that 50 percent of the area is impervious and the remaining 50 percent are the same cover type as that surrounding the gravel area. � � EvendeU Plat Preliminary 77R-June 2001 � r � Evendell Plat Level 3 Downstream Drainage Analysis Szrbr��litted 10: ::::� :;,;�:-� ..:,..;, ; ° 900 4akesdaie Avenue S.b'V. Renton, WA 9�0�� .�� 1 n C��=�.�L-� �� ,v'a%�� 1�_ti:��f.�� Preparerl bv: � �/�. -� ,,c ti �v , � �t,�. ,� � � c,- � ��1 � � H10ZOUS E11aIReet-ti7a. �� J;� �•.`� a P.S. ,�� ,,��f 9957 171�` Avenue SE � �� . ;_` ,�\ ;�: Renton; WA 93059 ��\��`J^"g�� ;';' Tel. (�25) 23�-2707 I � � �/o��l�,' ��" ��`�� a� «��; �;-�-os;� �ti�L�— � � F � �� --- �Ez�IRE�: 2j'9,''U I .august ?b, 200? �'i l/-7/ � � .� R Pd S � a;� � E �., � c� � � C: � , J . ,�. 9957171"_4venue SE Renron. WA 98059 faY(�ZS,)?54-OS'9 (-J25)235-2707 August 26, 2002 Mr. Michael Romano Centurion Deve}opment Services 22617 8th Drive SE Bothell, WA 48021 � � Re: Evendell Plat—Leve13 Downstream Drainage Analysis ''� DDES File No. Dear Mr. Romano: , This letter report documents the methods and results of a Level 3 Downstream Drainage � Analysis requested by DDES for the Evendell PIat. Separate analyses were conducted for � the two drainage courses from the Evendell site. ' Project Description ' The Evendell Plat is a proposed residential development located within tl�e Renton Highlands area of unincorporated King County (Figure 1). The proposal for development ' includes building single-family dwellings on approximately l2 acres (Haozous Engineering, June 2001). Road improvements along SE l 36`h Street are also proposed. Level 2 R/D standards are being proposed for the onsite stormwater facility as is required I'i by the King County Flow Application 1Llaps and recommended by Lower Cedar River �I Basin and Nonpoint Action Plan. Site Description The site is located w-ithin the Orting Hills subbasin of the Cedar River watershed (King County Department of Natural Resources, l 999). The site is iocated east of 156`h Avenue SE and is bordered by SE 136`t' Street on the north and by 160�' Avenue SE on the east. Cover types on the site include a single-family residence, pasture, and forest. A Class 2 wetland has been identified in the northeast portion of the site. The site consists of two basins with most of the project area draining to the easterly basin. The easterly basin drains to a conveyance system along 160`� Avenue SE. The westerly basin drains to a conveyance system along 156`�Avenue SE. Both downstream drainage courses eventually discharge to an unclassified tributary of the Cedar River(King County Department of Parks. Planning, and Resources, 1990). Y �- - �--- - -- —� _ — Drainage Complaints � � Drainage complaints along the downstream systems �vere investigated at King County '� Water and Land Resource Division as part of the Level 1 Downstream Drainage Analysis submitted with the project's preliminary technical inforrnation report (TIR)(Haozous I Engineer�ng, June 2001). Since the preliminary TIR was prepared, neighborhood comment forms, collected by C.A.R.E., have been reviewed for information about drainage-related problems in the basins. Of particular note, flooding from the ditch on the east boundary of the Evendell site has been observed by Mr. Bret Bowden, a resident at 13814 160`� Avenue SE. VVhen flooding occurs, water crosses the road and flows onto Mr. Bowden's property. Mr. Don Gregg, a resident at 16046 SE l42"d Place, has also observed portions of 1 b0`�Avenue SE inundated by flooding during the past 5 years. Methodolo� I A hydraulic analysis was conducted for conveyance systems along both 160`� Avenue SE th th and 156 Avenue SE. The conveyance system along 160 Avenue SE was evaluated from the east boundary of the site for a distance of 2,300 feet. The conveyance system along 156�'Avenue SE was evaluated from a location due west of the site for a distance of 1,900 feet. Both systems consist of driveway culverts, pipe segments,and open channel. The model StorrnshedTh' was used to predict runoff rates from contributing basins and to model the hydraulics of the conveyance systems. StormshedT'�'is widely applied in similar projects and has been adopted by Washington State Department of Transportation for assessing and designing highway conveyance systems. A field survey of the downstream systems was conducted by a Iicensed surveyor. Ditch cross sections,pipe inverts, catch basin rims, and road surface elevations were surveyed to obtain data for the StormshedT'"hydraulic model. A suminary of each structure surveyed is provided in Table l. Basin boundaries contributing to the conveyance system were based on aerial topography and the Cedar River Basin Plan. The basin boundaries were field-verified and divided into subbasins contributing to various branches of the conveyance system (Figure 2). The easterly basin was divided into seven subbasins (e 1 —e7), ranging from 1.1 to 33.9 acres in size (Table 2). The westerly basin was divided into eight subbasins(wl —w8), ranging from I.2 to 16.3 acres in size. Cover types and land uses in the subbasins were based on a 1990 aerial photograph and updated for recent development by conducting a field reconnaissance. The basins consist of mostly single-family residential land use with housing densities ranging from about 1 to 6 dwelling units per acre. Land uses and cover types aze shown in Figure 3. The east basin was estimated to have a total of 124.4 acres, with 35.6 acres in forest, 20.2 in 2 pasture, and 68.7 acres in single-family residential land use (Table 3). The west basin was estimated to have a total of 48.3 acres, ��ith 6.5 acres in forest, 7.0 in pasture, and 33.4 acres in single-family residential land use, and l.4 acres occupied by a church. Based on King County Soil Survey (L�.S. Department of Agriculture, 1973) soil types in the basins consist of Alderwood soils. The Santa Barbara Urban Hydrogaph (SBUH) model ��vas used to model the runoff from each of the subbasins contributing to the conveyance systems. Curve numbers for the subbasins were based on the weighted averages of the various land uses in the watershed (Table 4). Hydrographs for the 2-, I 0-, 25-, 50-, and 100-year storms were routed through the StormshedT"' hydraulic model of the conveyance systems to determine flooding locations and their approximate return periods. The Evendell site and other contributing areas in the basins ��ere modeled under their existing land use conditions. Travel paths for each subbasin were based on aerial topography. The type of flow, flow length, and slope used to calculate time-of-concentrations are summarized in Tabte 5. Rainfall amounts of 2.0, 3.0, 3.5, 3.75, and 4.0 inches were used for the 2-, 10-, ?5-, 50-, and 100-year storms design storms in the SBUH model. Modeling Results Details of each subbasin modeled in Stormshed are presented in Appendix A.1 for the easterly basin and in Appendix A.2 for the westerly basin. Model results for routing the design storm hydrographs through the drainage networks are presented in Tables B.1 through B.12 of Appendix B. Table 6 presents a summary of flow rates at key locations in each of the conveyance systems. A summary of predicted flooding,for all surveyed structures, including open channels, is provided in Table B.6 for the easterly basin and in Table B.12 for the westerly basin. The locations and return periods of flooding related to pipes and culverts are identified in Figure 4. Many of the driveway culverts and pipes along 160�'Avenue SE flood at a return period of 2-years (Table B.6 and Figure 4). Several reaches of ditch also overtop at this retum period, likely as a result of constrictions in the pipe capacities. 1�lodeling results are consistent w�ith drainage complaints from residents along this reach of the drainage course. Similar modeling results were obtained for the westerIy drainage course, where several culverts and catch basins were predicted to overtop at 2-year or 10-year return periods (Table B.12 and Figure 4). Conclusions Several flooding locations with return periods of 2-years were identif ed in the dovvnstream conveyance systems_ Floodin� in the east basin that overtops and inundates 160`h Avenue SE is considered a severe road flooding problem by the King County 3 , •1 i Surface Water Drainage Mcmual. Residentia} structures have been flooded at 14028 160`�' I Avenue SE and at I b046 SE 142'�Place. If the finished space or the electricaUheating components of these residential structures were flooded in the past, the flooding would be �I classified as a severe problem. Otherwise, flooding that occurs at these residences is considered a nuisance problem. Channel erosion observed along the east boundary of the property at 16046 SE 142"d Place, downstream from Pipe P-110, has been a persistent problem over the past several years and would Iikely be considered a severe erosion problem_ Continued bank erosion is likely at this location, with potential for reducing the capacity of channel sections further downstream where sediment is deposited. The �I flooding that occurs at the adjacent residence is likely related to the reduction in channel ' capacity due to sediment deposition from the eroded banks. �, � Based on modeling results and infonnation available, flooding problems in the westerly basin would likely be classified as nuisance problems by the King County Surface Water Drainage Mamral(I 998). We found no documentation indicating that 156`� Avenue SE or residential structures along the westerly drainage course have flooded in the past. However, a drainage complaint(Complaint No. 97-0318) related to flooding due to a I plu�ed culvert, was not available for review (Haozous Engineering, June 2001). Proposed Mitigations � Level 2 R/D standards are currently being proposed for new development in the westerly basin of the Evendell Plat. No additional flow corrtrol or other mitigations are therefore ' required in this basin to reduce project impacts to nuisance flooding problems. Level 2 R/D standards are also cunently being proposed for new development in the easterly basin of the Evendell Plat. With severe flooding and severe erosion problems located in the downstream drainage course, additional measvres to mitigate drainage impacts could be required. For the severe road flooding problem a�ong 160`� Avenue SE either of the following mitigarions could be required: ■ Providing Leve13 detention in the easterly basin, OR • Upgrading the downstream conveyance system along 160`� Avenue SE to eliminate road flooding. This would likely entail replacing driveway culverts P-117 and P- 1 t 6 on the west side of 160`�Avenue SE, cross culvert P-115, and p�pes P-114 and P-113 on the east side of 160`� Avenue SE (Figure 4). For the severe erosion problem along the east boundary of the property at 16046 SE 142°� Place, the Level 2 R/D standards provide the mitigation required by code. Other types of mitigations to reduce erosion at this location, such as bank stabilization in the eroded section of chanuel or Leve13 R/D standards, ca.n be imposea through the King County Surface Water Drainage Mamcal under certain circumstances. It is our opinion that either stabilizing the eroding section of channel or the use of Level 3 R/D star2dards would mitigate project-related drainage impacts that occur at this location. 4 .� i If you have questions regarding these analyses or need additional documentation, please �� do not hesitate to call me. ' I Sincerely, d MC C4+-f� ��I�c!a r �I � Edward McCarthy, Ph.D. P.E. � Hydrologist i, I II 5 •; _ __ _ __ _ References Haozous Engineering, June I 5, 2001. Evendell Plat- Prelirninary Technical lnformatio�r Report. Renton, Wash. King County Department of Natural Resources, 1998. King County Surface Water ' Desigrr Manual. Seattle. ', King County Department of Natural Resources, 1997. Lower Cedar River Basin and Nonpoint Pollution Action Plan. Seattle. King County Department of Parks, Planning, and Resources, 1990. Senritive Areas Map ; Folio. Seattle. I U_S. De artment of A 'culture, Soil Conservation Service, 1973. Soil Surve o Kin P � Y .� g County Area, Washington. Seattle. i ; � - � 6 . ., -�- �- �-- Table 1 (continued) Reach ID Reach Pipe Dia. Manning's Length Upstr IE Dwnst IE Slope Type (IN) n (FT) (FT) (FT) (%} West Basin P-001 Circular I2 0.013 113 378.62 372.66 5.27 D-001 X-Section 0.035 3 3�922 378.62 20.00 D-002 X-Section 0.035 114 381.68 37922 2.16 D-003 X-Section 0.035 l53 388.9 381.68 4.72 D-004 X-Section 0.035 l57 397.4 388.9 5.41 D-0OS X-Section 0.035 2 396.77 397.4 -31.54 P-002 Circular 12 0.013 25 397.51 396.77 2.96 D-006 X-Section 0.035 3 398.49 397_51 32.67 D-007 X-Section 0.035 35 399.58 398.49 3.11 P-(}03 Circular 12 0.013 l9 400.17 399.58 31I D-008 X-Section 0.035 2 400.4 400.17 11.50 �, D-009 X-Section 0.035 36 400.91 400.4 1.42 �'i P-004 Circvlar 12 0.013 59 403.71 400.91 4.75 �I P-0OS Circular 12 0.013 9 404.2I 403.51 7.78 � P-006 Circular 12 O.Ol3 42 406.09 404.26 4.36 P-007 Circular 12 O.OI3 150 41I.17 40b.34 3.22 P-008 Circular I2 0.013 157 417.58 41I.77 3.70 P-008A Circular 12 0.013 28 418.1 417.58 1.86 P-009 Circular 12 0.013 142 427.25 420.75 4.58 P-010 Circular 12 O.OI3 86 431_9 427.35 5.29 P-011 Circular 12 0.013 62 434.34 432 3.77 P-012 Cucular 12 0.013 33 435.68 434.39 3.91 D-010 X-Section 0.035 3 436.07 435.68 13.00 D-011 X-Section 0.035 48 438.87 436.07 5.83 D-012 X-Section 0.035 53 442.78 438.87 7.38 P-013 Circular 12 0.013 19 444.46 442.78 8.84 D-014 X-Section 0.035 3 444.63 444.46 5.67 D-015 X-Section 0.035 43 446.52 444.63 4.40 P-014 Circular 12 0_013 23 447.67 446.52 5.00 'I D-016 X-Section 0.035 3 448.08 447.b7 13.6? D-017 X-Section 0.035 57 450.3 448.08 3.89 P-0IS Cucular 12 O.OI3 22 451.33 450.3 4.68 D-018 X-Section 0.035 3 451.83 451.33 16.67 D-019 X-Section 0.035 52 454.6 451.83 5.33 P-016 Circular 12 0.013 34 457.55 454.6 8.68 D-020 X-Section 0.035 3 457.71 457.55 533 D-021 X-Section 0.035 107 46�_OS 457.71 6.86 Table 2. Summary of Existing Basin Cover Types by Subbasin Cu rve Number= 51.0 8�.0 98.0 86.0 98.0 Cover Type Subbasin Till forest Till pasture Wetland Till-grass Impen� Tota! (AC) (AC) (AC} (AC) (AC� (AC) East Basin el - �.8 12.0 1.9 19.7 e2 6_0 �2 I�_6 7.0 33.9 e3 - 1.7 0.7 0.1 2.4 e4 - - 0.9 02 1.1 e� 4.0 1_8 12.3 5.4 23.� e6 14.9 3.� 9.8 23 30.4 e7 1.8 - - - 1.8 Site - East 8.9 2.2 0.4 - d.l 1 I.6 Subtotal 35.6 202 0.4 �1.4 16.9 124.5 West Basin w 1 - - 2.3 0.6 2.9 w2 - 0.7 I3_8 1.8 16.3 w3 - - I.0 02 1.2 w4 - - 2.7 0.� 3.2 w� - - I.8 0.4 22 w6 0.8 - 1.8 13 3.8 w7 1.6 - 3.8 2.4 7.8 w8 3_8 4.9 0.4 0.0 9.I Site - West 0.4 1.4 - - O.l 1.9 Subtotal 6.6 7.0 - 27.6 72 48.� , .� I� Table 4. Curve Numbers for Subbasins Subbasin Pervious Pen�ious Impen� CN (AC) (AC) Easi Basin e l 85.7 I 7.8 1.9 e2 84.7 26.9 7.0 e3 8�.3 2.3 0.1 e4 86.0 0.9 0.2 e5 84.8 18.1 5.4 � e6 83.2 28.1 2.3 e7 81.0 1.8 - Site -Easi 81.8 ] 1.1 0.5 West Basin wl 86_0 2.3 0.6 ��+2 86.0 14.5 1.8 w3 86.0 1.0 0.2 w4 86.0 2.7 0.5 w� 86.0 1.8 0.4 w6 84.5 2_5 1.3 w7 84.5 �.4 2.4 �v8 83.4 9.0 0.0 Site- West 84A 1.8 0.1 , II � Tabl _ Travel Path Distances and Slopes for Pervious Land Areas I Sheet Flow Delta Shallow Flow Delta Channel Flow Delta Subbasin Distance Elev. Slope Distance Elev. Slope Distance Elev. Slope (FT) (FT) (FT/FT) (F1� (F7� (FT/F7) (F7� (F7) (FT/F7) East Basin el 300.0 5.0 0.017 1,484.0 20.0 0.013 950.0 1U.0 O.OII e2 300.0 S.0 0.017 922.0 15.0 0.016 1,824.0 18.0 0.010 e3 300.0 5.0 0.017 264,0 3.0 0.011 106.0 3.0 0.028 e4 300.0 5.0 0.017 200.0 4.0 0,020 e5 300.0 8.0 0,027 1,248.0 23.0 0.018 705.0 10.0 0.014 e6 300,0 3.0 0.010 1,777.0 35.0 0.020 e7 300.0 3.0 0.010 Site -East 300.0 3.0 0.010 876.0 13.0 0.015 West Basin wl 2,610.0 70.0 0.027 w2 300,0 5,0 0,017 585.0 70.0 0.120 w3 300.0 32.0 0.107 272.0 13.0 0.048 w4 300.0 10.0 0.033 292.0 22.0 0.075 w5 300.0 30.0 0.100 322.0 22.0 0.068 w6 300,0 2.0 0.007 613.0 40.0 0.065 w7 300.0 20.0 0.067 655.0 40.0 0.061 w8 300,0 20.0 0,067 1,020.0 70.0 0.069 Site - West 210.0 10.0 0,048 ,� � Table 1. Sumary of Surveyed Structures in Downstream System Reach ID Reach Pipe Dia. Manning's Length Upstr IE Dwnst IE Slope Type (IN) n (FT) (FT) (FT) (%) East Basin D-110 X-Scction 0.035 48 408.�4 407.59 ].99 D-lll X-Section 0.035 58 409_57 408_54 1.78 D-112 X-Section 0.035 20 411.25 �09.57 8.57 D-113 X-Section 0.035 12 411.86 41125 �.28 D-114 X-Section 0.035 48 412.96 411.86 2.31 P-110 Circular 24 0.010 60 413.6 412.96 I.06 D-115 X-Section 0.035 3 414.27 413.6 25.24 D-116 X-Section 0.035 33 4l 5.1 414.27 2.48 D-117 X-Sectio� 0.035 24 415.34 415.1 1.01 I D-118 X-Section 0.035 25 417.07 415.34 7.01 I D-119 X-Section 0.035 �8 419.77 417.07 5.61 '�i D-120 X-Section 0.035 79 �320.05 4I9.77 0.35 P-111 Circular 18 0.013 29 419.3 420.05 -2.56 I� D-121 X-Section 0.035 6 42I.94 419.3 45.68 D-122 X-Seciion 0.035 24 422.17 421.94 0.96 P-112 Circular 12 0.013 85 423.42 422.17 1.47 D-123 X-Section 0.035 43 424.16 423.42 1.73 D-124 X-Section 0_065 90 424.6 424.16 0.49 D-125 X-Section 0.065 107 426.13 424.6 1.43 D-126 X-Section 0_065 48 428.17 426.13 4.27 D-127 X-Section 0.035 79 429.74 428.17 1.99 D-128 X-Section 0_035 56 431.36 429.74 2.87 P-113 Circular 18 0.01 124 434_95 431.36 2.91 D-129 X-Section 0.035 12 434.81 434.95 -121 D-130 X-Section 0_035 61 436.28 434.81 2.40 D-131 X-Section 0.035 6b 439.1 436.28 4.30 P-114 Circular 24 0_024 21 439.59 �39.1 2.37 D-132 X-Section Q.035 10 440.26 439.59 7.02 P-115 Circular 12 0.013 45 441.31 439.59 3.78 D-133 X-Section 0.035 2 441.15 441.31 -730 D-133A X-Section 0.035 35 442.14 441.15 2.80 D-134 X-Section 0.035 50 443_4 442.I4 2.53 D-135 X-Section 0.035 106 444.67 443.4 1.20 D-136 X-Section 0.035 �4 445.89 444.67 2.25 P-116 Circular 18 0.024 28 446.34 445.89 1.62 D-137 X-Section 0.035 3 446.6 446.34 10.15 D-138 X-Section 0.035 88 448.4 446.6 2.04 D-139 X-Section 0.035 106 451.13 448.4 2.58 D-140 X-Section 0.035 55 452.3 451_13 2.15 P-117 Circular l2 0.013 18 452.9 4523 3.39 D-141 X-Section 0.035 3 452.65 452.9 -9.42 � D-142 X-Section 0.035 102 454.76 452.65 2.07 D-143 X-Section 0.035 160 459.46 454.76 2.93 D-144 X-Section 0.035 103 462.79 459.46 324 D-145 X-Section 0.035 100 466.72 462.79 3.92 .s Table 6. Peak Flow Rates at Selected Locations. Storm Relurn Period Location 2-Year IOLyear 2�-Year �0-Year 100-Year (CFS) (CFS) (CFS) (CFS) (CFS) East Basin P-110 12.0 2�.5 31.6 3�.3 38.9 P-] 11 12.1 24.9 32.0 3�.6 39.4 P-112 9.9 20.0 25.5 28.3 31.2 P-Il3 10.2 20.3 2�.9 28.7 31.6 P-ll4 102 20.4 25.9 28.8 31.7 P-115 7.4 15.2 19.4 21.6 23.8 P-116 7.3 14.9 19.1 21.2 23.4 West Basin P-001 6.8 13.7 17.5 19.4 21.2 P-002 6.2 12.2 1�.4 17.0 18.6 P-006 4.8 9.6 12.2 13.� 14.7 P-008A 4.1 8.4 10.8 11.9 13.1 P-009 3.8 7.7 9.8 10.9 11.9 P-013 3 2 6.7 8.5 9.4 10.4 P-015 3.0 62 8.0 8.8 9.7 P-016 2.8 5.7 73 8.1 8.9 Note: Fiow rates are those predicted by Stormshed using the SBIJH method. �I .� �: '•' �—, .. 1 . t �:��?. o i � • \ ', \`,, : ; ,, � �Sf' \� 778TH ��767' \ �- � \J.` .�oa .:\ 1�9• • ' �sr'� ` c\ � o • � ' \�• • ' `j -- �- . '� \ ��,y$ �\• � .... � o `\ � � � Fhe. ' � � / \� '� �. � � o .'� \. � 5tat�cin • . � �'� '^ _\\ � _ �' \� � .--�:�; ..:1. .. � - ��'�' ` `'� � �1�. 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P115 ' 2-Yenr P2 , _ _ P114 10-Year , , � �:a � , � . ,,_.�, � 2-Year , f � ;P113� ��,Yenr ; ''� `" i�i�'a"'�'�'�1r Pl �/ ; _. .. ` , � , Plll . 10—Yenr I , ' � , � � � P110 10—Year � ' � � ;l,�r f �t:� +-� �- � , , ; . � _ � .. ._.. ; . . ,,. . ,; . .- ....... _. , � t�� . . , �. � . . , ..a�s�,� i .. ,�a ..... .: • . � p . .. � � .� ! .:i . i , �� lr �1. ��' ' ' � . . �� i:� . � . . '..r 1.�!v:i�,r . . � � , � .. . . _..._ ..., '.. . ....: .. �', 1 , ' . � !t � - � ,17 . , , ' . ..� . .� �-: , � .. � i � �. ��.`� ' � �� .I�. � � . � � . . � ., �, ., � � .,. � . � . . � '.� . � . . � PROJEC T Haozoue Lngineeriug No. civn. orro� EVENDELL PLAT i�e�s se sutH sT, �rttow v� 9eo� �� oeswr+co er, o�r[: FIGURE. OR�vMBY: � o��. y�� Flooding Locations � 4. 6�1 q/1�2 Appendix A. Stormshed Model InpuUOutput Design Storm Rainfall Amounts Return Rainfall Period Amount (YRS) (IN) 2 2.00 10 3.00 25 3.50 50 3.75 100 4.00 � ; Appendix A.1. Subbasin Summary— East Basin Drainage Area: e-�01 Hyd Method: SBLTH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.?0 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious ]7.8000 ac 85.70 0.98 hrs Impervious 1.9Q00 ac 98.00 0.l7 hrs Total 19.7000 ac Pervious CN Data: Subbasin e-001 Perv 85.70 l 7.8000 ac Impervious CN Data: Subbasin el Imperv 98.00 1.9000 ac Pervious TC Data: Flow type: Description: Lenglh: Slope: Coeff: Travel Time Sheet el sheet 300.00 ft 1.70% 0.1500 31.85 min Shallow el shallow 1484.00 f} 1.50% 11.0000 18.36 min Channei el channe) 950.00 ft 1.10% 17.0000 8.88 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time F�ed None Entered 0.00 ft 0.00% 10.0000 10.00 min .; Drainage Area: e-002 Hyd l�tethod: SBLJH Hyd Loss Method: SCS"C,N Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24_00 hrs Intv: ]0.00 min Area CN TC Pervious 26.9000 ac 84.70 1.O1 hrs Impervious 7.0000 ac 98.00 0.17 hrs Total 33.9000 ac Pervious CN Data: Subbasin e-002 Perv 84.70 26.9000 ac Impervious CN Data: Subbasin e1 Imperv 98.00 7.0000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet e2 sheet 300.00 ft 1.70% 0.1500 31.85 min Shallow e2 shaIlow 922.00 ft 1.60% 11.0000 11.04 min Channel e2 channel 1824.00 ft 1.00% 17.0000 17.88 min Im�ervious TC Data: , Flow type: Description: Length: Slope: Coeff: Travel Time �I Fixed None Entered 0.00 ft 0_00% 10.0000 I O.OQ min � � .A Drainage Area: e-003 Hyd Method: SBUH Hyd Loss �fethod: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 2.3000 ac 85_30 0.60 hrs Impervious 0_1000 ac 98.00 0.l 7 hrs Total 2.4000 ac Pervious CN Data: Subbasin e-003 Perv 85.30 2.3000 ac Impervious CN Data: Subbasin e3 Imperv 98.00 0.1000 ac � Pervious TC Data_ Flow type_ Description: Length: Slope: Coeff: Travei Time Sheet e3 sheet 300.00 ft 1.70% 0.I500 3l.85 min I Shallow e3 shallow 264.00 ft 1.10% l 1.0000 3.81 min Channel e3 channel 106.00 ft 2.80% 17.0000 0.62 min Impervious TC Data: Flow type: Description: Length: Slope: Coe$� Travel Time Fi�ced None Entered 0.00 ft 0.00% 10.0000 10.00 min r .t Drainage Area: e-004 Hyd Method: SBLTH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.9000 ac 86.00 OSS hrs Impervious 0.2000 ac 98.00 0.I 7 hrs Total 1.I000 ac Pervious CN Data: Subbasin e-004 Perv 86.00 0.9000 ac Impervious CN Data: Subbasin e4 Imperv 98.00 0.2000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet e4 sheet 300.00 ft 1.70% 0.1500 31.85 min Channel e4 channel 200.00 ft 2.00% 17.0000 1.39 min ImQervious TC Data: Flow type: Description: Length: Slope: Coeff- Travel Time Fi�ced None Entered 0.00 ft 0.00% 10.0000 10.00 min I �--- --- Drainage Area: e-005 Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: I O.OQ min Area CN TC Pervious 18.1000 ac 84.80 1.81 hrs Impervious 5.4000 ac 98.00 0.17 hrs Total 23.5000 ac Pervious CN Data: Subbasin e-OQS Perv 84.80 18.1000 ac Impervious CN Data: Subbasin e5 Imperv 98_00 5.4000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coef�: Travel Time Sheet e5 sheet 300.00 ft 2.70% 0.1500 26.47 min Shallow e5 shallow 1248.Q0 ft 1.80% 11.0000 14.09 min Sheet e5 channel 705.00 ft 1.40% 0.1500 68.19 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed None Entered 0.00 ft 0.00°/a I 0.0000 10.00 min Drainage �rea: e-006 Hyd Method: SBUH Hyd Loss Method: SCS CN �iumber Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 28.I000 ac 83.20 1.35 hrs Impervious 2.3000 ac 98.00 0.17 hrs Total 30.4000 ac Pervious CN Data: Subbasin e-006 Perv 83.20 28.1000 ac Impervious CN Data: Subbasin e5 Imperv 98.00 2.3000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet e6 sheet 300.00 ft 1.00% 0_I500 39.38 min Shallow e6 shallow 1777.00 ft 2_00% 5.0000 41.88 min Impervious TC Data: F1ow type: Description: Length: Slope: Coeff: Travel Time ' Fixed None Entered 0.00 ft 0.00% 10.0000 I0.00 min I � i . I i . i I I � Drainage Area: e-007 Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 020 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 1.8000 ac 81.00 I.44 hrs Impervious 0.0000 ac 98.00 0.00 hrs Total 1.8000 ac Pervious CN Data: Subbasin e-007 Perv 81.00 1.8000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coe$' Travel Time Sheet e7 sheet 300.00 ft 1.00% 0.4000 86.31 min � �1 Drainage Area: ea_east Hyd Method: SBUH Hyd Loss Llethod: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC � Pervious 1 I.10(}0 ac 81.80 2.10 hrs Impervious 0.5000 ac 98.00 0.17 hrs Total I 1.6000 ac Pervious CN Data: Subbasin ex east Perv 81.80 1 I.1000 ac Impervious CN Data: Subbasin ex_east Imperv 98.00 0.5000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet ex east sheet 300.00 ft 1.00% 0.4000 86.31 min Shallow ex east shallow 876.00 ft l.50% 3.0000 39.74 min Imnervious TC Data: Flow type: Description: Length: Slope_ Coeff: Travel Time FiYed None Entered 0.00 ft 0.00% 10.0000 10.00 min Appendiz A.2. Subbasin Summary—West Basin I Drainage Area: w-001 I I Hyd Method: SBiJH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 I � Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC j Pervious 2.3000 ac 86.00 0_26 hrs Impervious 0.6000 ac 98.00 Q.17 hrs Total 2.9000 ac i Pervious CN Data: Subbasin wl Perv 8b.00 2.3000 ac I Impervious CN Data: Subbasin wl 98.00 0.6000 ac Pervious TC Data: Flow type: Description: Lenb h: Slope: Coeff- Travel Time Channel wl 2610.00 ft 2.70% 17.0000 15.57 min Impervious TC Data: Flow type_ Description: Length: Slope= Coeff- Travel Time Fixed w 1 0.00 ft 0.00% 10.0000 10.00 min ��; Drainage Area: w-002 Hyd Method: SBCTH Hyd Loss Method= SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 14.5000 ac 86.00 0.57 hrs Impervious 1.800Q ac 98.00 0.17 hrs Tota] ]6.3000 ac Pervious CN Data: Subbasin w2 Perv 86.00 14.5000 ac Impervious CN Data: Subbasin w2 Imperv 98.00 1.SQ00 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff- Travel Time Sheet None Entered 300.00 ft 1_7(}% 0.1500 31.85 min I 585.00 ft 12.00° Shallow None Entered /0 11.0000 2.56 mu� Impervious TC Data: Flow type: Description: Length: S1ope: Coeff: Travel Time Fixed None Entered 0.00 ft 0.00% 10.0000 10.00 min ; Drainage Area: w-003 Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 1.0000 ac 86.00 0.27 hrs Impenrious 0.2000 ac 98.00 0.]7 hrs Total 1.2000 ac Pervious CN Data: Subbasin w3 Perv 86.00 1.00Q0 ac Impervious CN Data: Subbasin w3 Imperv 98.00 0.2000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coef�' Travel Time Sheet w3 sheet 300.00 ft 10.70% 0.1500 15.26 min Channel w3 channel ?72.00 ft 4.80% 17.0000 1.22 min ImQervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fi�ed None Entered 0.00 ft 0.00% 10.0000 10.00 min _ _ ___ _ Drainage Area: w-004 Hyd Method: SBLTFI Hyd Loss Method: S�� CN Number i Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min I Area CN TC II Pervious 2.7000 ac 86.00 0.43 hrs Impervious 0.5000 ac 98.00 0.17 hrs I Tota] 3_2000 ac I Pervious CN Data: Subbasin w4 Perv 86.00 2.7000 ac Im�ervious CN Data: ! i Subbasin w4 98.00 0.5000 ac � Pervious TC Data: Flow type: Description_ Length: S1ope: Coeff: Travel Time Sheet w4 sheet 300.00 ft 3.30% 0.1500 24.43 min Shallow w4 shallow 292.00 ft 7.50% 11.0000 1.62 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed None Entered 0.00 ft 0.00% , 10.0000 10_00 min .; Drainage .�rea: w-005 Hyd Method: SBUH Hyd Loss Method: SCS CN tiumber Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious l_8000 ac 86.00 0.29 hrs Impervious 0.4000 ac 98.00 0.17 hrs Total 2.2400 ac Pervious CN Data: Subbasin w5 Perv 86_00 1.8000 ac Impervious CN Data: Subbasin w5 98.00 0.4000 ac Pervious TC Data: Flow type_ Description: Length: Slope: Coeff: Travel Time Sheet w5 sheet 300.00 ft 10.00% 0_l 500 15.68 min Shallow w5 shallo�v 322.00 ft 6.80% 1 1.0000 1.87 min Impervious TC Data: Flow type: Description: Len�rth: Slope: Coeff- Travel Time Fixed None Entered 0.00 ft 0 00% 10.0000 10.00 min 1 Drainage Area: w-006 . Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0 20 Storm Dur: ?4.00 hrs Intv: 10.00 min Area CN TC Pervious 2.5000 ac 84_50 0.82 hrs Impervious 1.3000 ac 98.00 0.17 hrs Total 3.8000 ac Pervious CN Data: Subbasin w6 Perv 84.50 2.5000 ac Impervious CN Data: Subbasin w6 98.00 1.3000 ac Pervious TC Data: FIow type: Description: Length: Slope: Coeff Travel Time Sheet w6 sheet 300.00 ft 0.70% 0.1500 45.42 min ShalIow w6 shallow 613.00 ft b.50% 11.0000 3_64 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed None Entered 0.00 ft 0.00% 10.0000 10.00 min , ., Drainage Area: w-007 Hyd 141ethod: SBIJH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 020 Storm Dur: 24.00 hrs Intv: 10_00 min Area CN TC Pervious 5.4000 ac 84.50 0.53 hrs Impervious 2.4000 ac 98.00 0.17 hrs Total 7.800Q ac Pervious CN Data: Subbasin w7 Perv 84.50 5.4000 ac Impervious CN Data: Subbasin w7 98.00 2.4000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet w7 sheet 300.00 ft 6.10% 0.2400 27.83 min Shallow w7 shallow 655.00 ft 6.I Q% 11.0000 4.02 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff- Travel Time Fixed None Entered 0.00 ft 0_00% 10.0000 10.00 min � � Drainage Area: w-008 Hyd Method: SBLTH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.?0 Storm Dur: 24.00 hrs Intv: ]0.00 min Area CN TC Pervious 9.OQ00 ac 83.40 0.79 hrs Impervious 0.0000 ac 0.00 0.17 hrs Total 9.0000 ac Pervious CN Data: Subbasin w8 Perv 53.40 9_0000 ac Pervious TC Data: Flow type: Description: Len�h: Slope: Coeff- Travel Time Sheet w8 sheet 300.00 ft 6.70% 0.4000 40.33 min Shallow w8 shallow 1020_00 ft 6.90% 9.0000 7.19 min Impervious TC Data: F1ow type: Description: Length: Slope: Coeff: Travel Time Fixed None Entered 0.00 ft 0.00% 10.0000 10.00 min --- - --- -- - -� Drainage Area: ex_west Hyd Method: SBL�I H_yd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min .Area CN TC Pervions 1.8000 ac 84.00 0.38 hrs I Impervious 0.1000 ac 98.00 0.17 hrs �'�, Total 1.9000 ac Pervious CN Data: Subbasin ex west Perv 84.00 1.8000 ac Impervious CN Data: Subbasin ex west Imperv 98.00 0.1000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff- Travel Time Sheet ex �vest sheet 210.00 ft 4.80% 0.2400 23.02 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff Travel Time Fixed wl 0.00 ft 0.00% 10.0000 10.00 min Appendix B. Hydrograph Routing .j Tabie 6.1. Hydrograph Routing - East Basin -2-Year Storm ROUTEHYD Q THRU [Existing East] USING TYPE1A AND [2 yr] NOTZERO ACTUAL Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ---- ac cfs cfs ratio ft --- ft/s fUs ------------ D-Dum2 19.7 2.1303 122.33 0.02 0.3312 X-Sect 3.0688 ----- e-001 D-Dum1 53.6 6.625 122.33 0.05 0.5728 X-Sect 4.4532 ----- e-002 D-145 53.6 6.5953 121.12 0.05 0.5744 X-Sect 4.4169 ---- D-144 53.6 6.5642 117.92 0.06 0.6659 X-Sect 4.3432 ---- D-143 53.6 6.5478 122.41 0_05 0.6381 X-Sect 4_0213 ----- D-142 53.6 6.5467 82.3869 0.08 0.6881 X-Sect 3.5759 -- � D-141 53.6 6.5465 10.3949 0.63 1.6141 X-Sect 1.1146 ---- P-117 65.2 7.0246 6.5804 1.07 0.9037 12" Diam 9.4073 8.3784 ex east D-140 65.2 7.0224 124.5 0.06 0.4782 X-Sect 3.1305 --- D-139 652 7.018 117.81 0.06 0_4685 X-Sect 3.4675 ----- D-138 65.2 7.013 94.8108 0.07 0.6314 X-Sect 3.4413 ---- D-137 67.6 7.2807 279 0.03 0.4113 X-Sect 5.3323 ----- e-003 P-116 67.6 72787 72535 1 1.2342 18" Diam 4.6787 4.1046 D-136 67.6 7.2745 61.7242 0.12 0.6832 X-Sect 3.5858 ---- D-135 67.6 7.2645 66.6905 0.11 0.7836 X-Sect 2.9393 -- D-134 67.6 72596 70.9939 0.1 0.5719 X-Sect 3.6244 ---- D-133A 67.6 7.2557 93.7984 0.08 0.6719 X-Sect 3.6325 --- D-133 67.6 7.2549 26.6671 0_27 1.4156 X-Sect 1.'i 841 -- P-115 68.7 7.4254 6.9473 1.07 0.9067 12" Diam 9.9203 8.8456 e-004 D-132 68.7 7.4237 22fi.87 0.03 0.5902 X-Sed 5.7063 -- P-114 92.2 10.2247 18.9199 0.54 1.0474 24" Diam 6.1392 6.0224 e-005 ' D-131 92.2 10.2216 338.51 0.03 0.5631 X-Sect 4.9185 -- � D-130 92.2 10.2183 33.2703 0.31 0.8395 X-Sect 4.3224 --- �, D-129 92.2 10.2164 8.6723 1.18 -t X-Sect 1.178 ----- P-113 92.2 10.212 23.5738 0.43 0.6902 18" Diam 12.8615 13.34 D-128 922 10.2081 266.41 0.04 0.6392 X-Sect 4.3565 --- D-127 92.2 10.1973 1354.11 0.01 0.6263 X-Sect 2.0863 ---- D-126 92.2 10.1853 491.48 0.02 0.3323 X-Sect 1.4977 ----- D-125 92.2 10.132 347027 0 0.3539 X-Sect 0.8642 -- D-124 92.2 9.9841 549.84 0.02 0.2991 X-Sect 0.5983 ---- D-123 92.2 9.9643 3827.85 0 0.4105 X-Sect 1.946 -- P-112 92.2 9.9216 4.3371 2.29 -1 12" Diam 2.2876 5.5221 D-122 92.2 9.9128 502681 0.2 0.904 X-Sect 2.771 ----- D-121 122.6 12.0698 594.02 0.02 0.2893 X-Sect 10.2968 --- e-006 P-111 122.6 12.0648 15.3148 0.79 1_0036 18" Diam 9.6013 8.6664 D-120 122.6 12.0245 182879 0.66 1.4658 X-Sect 2.1936 ---- D-119 122.6 12.0107 17.5281 0.69 0.6067 X-Sect 4.6997 --- D-118 122.6 12.0027 179.94 0.07 0.4436 X-Seci 5.2531 ----- D-117 122.6 11.9926 61.1492 0.2 1.0638 X-Sect 2.9017 --- D-116 122.6 11.9823 27.9865 0.43 1.096 X-Sect 4.2499 --- D-115 122_6 11.9814 78.2241 0.15 12007 X-Sect 4.2155 -- P-110 122.6 11.972 30.6525 0.39 0.868 24" Diam 9.156 9.757 D-114 122.6 11.9572 47.75 025 1.1715 X-Sect 4.2164 -- D-113 124_4 12.0112 319.76 0.04 0.6751 X-Sect 5.8978 ---- e-007 D-112 124.4 12.0055 1134.16 0.01 0.5548 X-Sect 5.7484 ---- D-111 124.4 11.9853 413.21 0.03 0.7639 X-Sect 3.7479 ---- , .� i D-110 124.4 11.9689 241.55 0.05 0.698 X-Sect 3.9096 ---- --- ----- Rch App Bend Junct HW M�ax EI/ I'� --- ---- Loss Head Loss Loss Elev Rim EI I Fr Node To Node ft ft ft ft ft ft i N-110 408.288 N-111 N-110 409.238 --na-- --na-- --na-- 409.238 411.92 � N-112 N-111 4Q9.9703 -na-- --na- --na- 409.9703 414.13 N-113 N-112 411.6608 --na-- --na-- --na-- 411.6607 415.64 N-114 N-113 412.5349 -na- --na- --na-- 412.5349 415.67 N-115 N-114 414.1314 --na-- -na-- --na-- 414.18 414.08 N-116 N-115 415.5033 --na- --na- -na- 415.5033 416.5 N-i 17 N-116 415.5562 -na- -na- --na-- 415.5562 416.39 N-118 N-117 416.3861 -na- --na- --na- 416.3861 416.39 N-119 N-118 416.626 -na- -na-- --na-- 416.71 416.61 N-120 N-119 418.44 --na- --na-- --na-- 418.24 418.14 N-121 N-120 420.9399 --na-- --na-- --na-- 420.43 420.33 N-122 N-121 421.5157 --na- -na- --na-- 421.5157 422.69 N-123 N-122 422.9861 --na-- --na-- --na-- 422.9861 423.31 N-124 N-123 425.626 --na- --na- --na- 423.41 423.31 N-125 N-124 423.64 -na-- --na- --na-- 423.64 424.05 N-126 N-125 433.8967 --na- --na- --na- 424.9 424.8 N-127 N-126 425.6399 --na- --na- --na-- 425.fi399 426.02 N-128 N-127 426.0798 -na- -na- -na- 426.0798 426.52 N-129 N-128 427.6098 --na- --na-- --na-- 427.6097 428.27 N-130 N-129 429.6497 --na- -na- -na- 429.4 429.3 i N-131 N-130 430.9699 -na- --na- --na- 430.83 430_73 ' N-132 N-131 432.4499 --na- --na- --na- 432.45 432.79 N-133 N-132 4372fi23 --na-- --na-- --na-- 436.5 436.4 N-134 N-133 436.5119 --na- --na-- --na-- 436.03 435.93 N-135 N-134 437.4999 -na- --na-- --na-- 437.57 437.47 N-136 N-135 440.3899 --na-- --na-- --na- 440.25 440.15 � N-'t37 N-136 441_418 -na-- --na-- --na- 441.418 442.1 N-137A N-137 442.088 --na-- -na- --na- 441.99 441.89 N-138 N-137A 445.5185 -na- --na- --na- 442.9 442.8 i N-139 N-138 442.9019 -na-- -na- --na- 442.9 442.8 'I N-140 N-139 443.8899 -na- --na- --na-- 443.14 443.04 N-141 N-140 444.3999 --na-- --na-- --na- 444.3999 444.84 N-142 N-141 445.6699 --na- --na- --na-- 445.6699 446.11 N-143 N-142 446.8898 --na-- -na-- --na- 446.8898 447.71 N-144 N-143 448.3436 -na- --na- --na-- 448.2 448.1 N-145 N-144 448.4599 --na-- -na-- --na-- 447.84 447.74 N-146 N-145 449.6399 --na- -na-- -na-- 449.6399 449.84 N-147 N-146 452.3699 --na- -na- --na- 452.3698 452.71 N-148 N-147 453.5398 -na- --na-- --na- 453.5398 453.89 N-149 N-148 456.7368 -na-- -na-- -na- 454.3 454.2 N-150 N-149 454.303 --na- -na- --na- 454.3029 454.65 N-151 N-150 456.4129 --na- -na-- -na- 455.87 455.77 N-152 N-151 460.5699 -na- -na- --na- 460.56 4fi0.46 N-153 N-152 463.89 --na-- -na- -na-- 463.89 464.17 N-154 N-153 467.8199 --na-- --na-- --na-- 467.44 467.34 .; Table B.2. Hydrograph Routing -East Basin - 10-Year Storm ROUTEHYD � THRU [Existing East) US1NG TYPE1A AND [10 yr) NOTZcRO ACTUAL Reach Area Flow Full Q % Full nDepth Size nVel Nei CBasin / Hyd -- ac cfs cfs ratio ft ---- fUs fUs ________ D-Dum2 19.7 4.4884 122.33 0.04 0.4719 X-Sect 3.935 ----- e-001 D-Dum1 53.6 13.1058 122.33 0.11 0.81 X-Sect 5.5304 ---- e-002 D-145 53.6 13.1051 121.12 0.11 0.8142 X-Sect 5.4927 -- D-144 53.6 13.1036 117.92 0.11 Q.9649 X-Secl 52679 --- D-143 53.6 13.1 122.41 0.11 0.9032 X-Sect 4.856 ----- D-142 53.6 13.0953 82.3869 0_16 0.9821 X-Sect 4.3102 -- I D-141 53.6 13.0948 10.3949 126 -1 X-Sed 1.2597 -- P-117 65.2 14.3238 6.5804 2.18 -1 12" Diam 2.1767 8.3784 ex east D-140 65.2 14.3181 124.5 0.12 0.6926 X-Sect 3.9913 --- D-139 65.2 14.3076 117.81 0.12 0.6891 X-Sect 4.3262 -- D-138 652 14.2973 94.8108 0.15 0.9065 X-Sect 42086 ----- D-137 67.6 14.8971 279 0.05 0.5622 X-Sect 6.5644 ---- e-003 P-116 67.6 14.8875 7.2535 2.05 -1 18" Diam 2.0525 4.1046 D-136 67.6 14.8791 61.7242 0.24 0.9641 X-Sect 4.5155 -- �� D-135 67.6 14.86 66.6905 022 1.1209 X-Sed 3.6062 --- D-134 67.6 14.8509 70.9939 0.21 0.8189 X-Seci 4.472 --- ' 93.7984 0.16 0.899 X-Sect 4.47 D-133A 67.6 14.8437 67 ----- D-133 67.6 14.8424 26.6671 0.56 1.9795 X-Sed 1.4503 -- P-115 68_7 15.1643 6.9473 2.18 -1 12" Diam 2.1828 8.8456 e-004 D-132 68.7 15.1617 226.87 0.07 0.8315 X-Sect 7.0313 --- P-1 i4 92.2 20.3817 18.9199 1.08 -1 24" Diam 1.0773 6.0224 e-005 D-131 922 20.3728 338.51 0.06 0.8183 X-Sed 6.0985 --- D-130 92.2 20.3642 33.2703 0.61 1.2093 X-Sect 5.2653 ---- D-129 922 20.3511 8.6723 2.35 -1 X-Sec1 2.3467 - P-113 92.2 20.3415 23.5738 0.86 1.0749 18" Diam 15.0091 13.34 D-128 92.2 20.3328 266.41 0.�8 0.9398 X-Sec2 5.4'f 09 -- D-127 92.2 20.3088 1354.11 0.01 0.7502 X-Sect 2.4283 -- D-126 92.2 202866 491.48 0.44 0.428 X-Sect 1.9106 --- D-125 92.2 20.1873 3470.27 0.01 0.4582 X-Sect 1.0267 --- D-124 92.2 20.03 549.84 0.04 0.4223 X-Sect 0.7679 ---- D-123 92.2 19.9985 3827.85 0.01 0.5331 X-Sect 2.3162 --- P-112 922 19.9587 4.3371 4.6 -1 12" Diam 4.6019 5.5221 � D-122 92.2 19.9456 502681 0.4 1.2487 X-Sect 3.3192 -- � D-121 122_6 24.93 594.02 0_04 0.4161 X-Sect 13.223 - e-006 I'� P-111 122.6 24.8832 15.3148 1.62 -1 18" Diam 1.6248 8.6664 �I D-120 122.6 24.6416 18.2879 1.35 -1 X-Sect 1.3474 -- D-119 122.6 24.5438 17.5281 1.4 -1 X-Sect 1.4002 --- D-118 122.6 24.5308 179.94 0.14 0.6339 X-Sect 6.562 ---- D-117 122.6 24.5144 61.1492 0.4 1.4223 X-Sect 3.6544 -- D-116 122.6 24.4971 27.9865 0.88 1.4271 X-Sect 5.1474 - � D-115 122.6 24.4955 78.2241 0.31 1.6574 X-Sect 5.1522 - P-110 122.6 24.4801 30.6525 0.8 1.3515 24" Diam 10.8367 9.757 D-114 122.6 24.4557 47.75 0.51 1.5399 X-Sect 5.2816 -- D-113 124.4 24.6393 319.76 0.08 1.0057 X-Sect 7.2971 -- e-007 �-112 124.4 24.6301 1134.16 0.02 0.742 X-Sed 7.4221 - �-111 124.4 24.5979 413.21 0.06 1.1252 X-Sect 4.6448 ---- �i D-110 124.4 24.5719 241.55 0.1 1.0455 X-Sect 4.8977 ----- -- -- Rch App Bend Junct HW Uiax EI/ -- --- Loss Head Loss Loss Elev Rim EI Fr Node To Node ft ft ft ft ft ft N-110 408.6355 N-111 N-110 409.5854 -na- --na- --na- 409.5854 411.92 N-112 N-111 410.6952 --na-- -na-- --na-- 410.6952 414.13 N-113 N-112 412.3751 -na-- --na-- --na-- 412.3751 415.64 N-114 N-113 412.985 -na- --na- --na- 412.985 415.67 N-115 N-114 414.5504 -na- -na- --na- 414.18 414.08 � N-116 N-115 417.346 -na- --na- -na- 416.6 416.5 N-117 N-116 416.6529 --na- -na- --na- 416.49 416.39 N-118 N-117 417.3199 -na-- --na- -na- 416.49 416.39 N-119 N-118 416.7623 --na- -na- --na- 416.71 416.61 N-120 N-119 418.4399 --na-- --na-- --na-- 41824 418_14 N-121 N-120 420.9399 -na-- --na- --na-- 420.43 420.33 N-122 N-121 421.3322 --na-- -na-- --na- 421.3322 422.69 N-123 N-122 427.5867 -na- --na-- -na- 423.41 423.31 N-124 N-123 426.0499 -na- -na-- --na- 423.41 423.31 N-125 N-124 423.6399 -na-- --na-- --na- 423.64 424.05 N-126 N-125 465.1461 -na-- --na-- -na- 424.9 424.8 N-127 N-126 425.6399 -na- -na- -na- 425.6399 426.02 N-128 N-127 426.0798 -na- -na-- --na- 42fi.0798 426.52 N-129 N-128 427.6098 -na- --na- -na- 427.6097 428.27 N-130 N-129 429.6497 -na- -na-- -na- 429.4 429.3 N-131 N-130 430.9699 -na- --na-- --na- 430.83 430.73 N-132 N-131 432.4499 -na- -na- -na- 432.45 432.79 N-133 N-132 441.2068 --na-- --na-- -na- 436.5 436.4 N-134 N-133 436.5119 -na- --na-- --na- 436.03 435.93 � N-135 N-134 437.4999 -na-- -na- --na- 437.57 437.47 i N-136 N-135 440.3899 -na-- --na-- -na- 440.25 440_15 N-137 N-136 442.9103 -na- --na- --na-- 442.2 442.1 � N-137A N-137 442.87 --na- --na-- --na-- 441.99 441.89 N-138 N-137A 458.8658 -na- --na-- --na-- 442.9 442.8 � N-139 N-138 443.1294 -na- -na- -na- 442.9 442.8 N-140 N-139 443.89 -na-- --na- -na-- 443.14 443.04 ' ; N-141 N-140 444.3999 -na- -na-- --na- 444.3999 444_84 N-142 N-141 445.7908 -na- -na- -na-- 445.7908 446.11 � N-143 N-142 447.0108 -na-- --na- --na-- 447.0107 447.71 I N-144 N-143 451.3791 -na- --na- -na- 4482 448.1 N-145 N-144 448.46 -na- -na-- -na- 447.84 447.74 N-146 N-145 449.6399 -na- --na- -na-- 449.6399 449.84 N-147 N-146 452.3698 --na- -na- -na- 452.3698 452.71 ' N-148 N-147 453.5397 -na- -na-- -na- 453.5397 453.89 N-149 N-148 464.129 -na- --na- --na-- 454.3 454.2 N-150 N-149 454.3029 -na- -na-- -na- 454.3029 454.65 � N-151 N-150 456.4128 -na- --na- -na- 455.87 455.77 � N-152 N-151 460.5699 -na- --na-- --na- 460.56 460.46 N-153 N-152 463.8899 -na-- --na- --na- 463.89 464.17 V-154 N-153 467.8199 -na-- -na-- -na-- 467.44 467.34 .� , � Table 6.3. Hydrograph Routing -East Basin -25-Year Storm ROUTEHYD �THRU [Existing East] USING TYPE1A ANG [25 yrj NOTZERO ACTUAL Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin i ' ---- ac cfs cfs ratio ft ---- ft/s ft/s ----------- D-Dum2 19.7 5.7736 122.33 0.05 0.5347 X-Sect 4.2649 -- e-001 D-Dum1 53.6 16.6641 122.33 0.14 0.9204 X-Sed 5.9522 - e-002 I D-145 53.6 16.6623 121.12 0.14 0.9253 X-Sect 5.911 ---- D-144 53.6 16.6597 117.92 0.14 1.095 X-Sect 5_6189 --- D-143 53.6 16.6543 122.41 0.14 1.0158 X-Sect 5.1748 --- D-142 53.6 16.6481 82.3869 0.2 1.1029 X-Sect 4.6242 -- D-141 53.6 16_6444 10.3949 1.6 -1 X-Sect 1.6012 --- P-117 652 18.3188 6.58Q4 2.78 -1 12" Diam 2.7838 8.3784 ex east ' D-140 652 18.3118 124.5 0.15 0.7894 X-Sect 4.3271 -- D-139 65.2 18.2992 117.81 0.16 0.786 X-Sect 4.6556 ---- D-138 65.2 182868 94.8108 0.19 1.0247 X-Sect 4.5015 --- D-137 67.6 19.0686 279 0.07 0.6269 X-Sect 7.0354 --- e-003 P-116 67.6 19.0592 7.2535 2.63 -1 18" Diam 2.6276 4.1046 D-136 67.6 19.0493 6i.7242 0.31 1.0913 X-Sect 4.8719 --- D-135 67.6 19.0273 66.6905 0.29 1.2672 X-Sect 3.86 --- D-134 67.6 19.0167 70.9939 0.27 0.926 X-Sect 4.7959 ---- D-133A 67.6 19.0082 93.7984 0.2 0.9908 X-Sect 4.8691 - D-133 67.6 19.0069 26.6671 0.71 2.2289 X-Sect 1.5584 - P-115 68.7 19.4194 6.9473 2.8 -1 12" Diam 2.7952 8.8456 e-004 D-132 68.7 19.4163 226.87 0.09 0.9372 X-Sed 7.5367 - P-114 92.2 25.943 18.9199 1.37 -1 24" Diam 1.3712 6.0224 e-005 D-131 922 25.9323 338.51 0.08 0.9321 X-Sect 6.5545 - D-130 922 25.9219 33.2703 0.78 1.3721 X-Sect 5.6512 - D-129 92.2 25.9106 8.6723 2.99 -1 X-Sect 2.9877 -- P-113 92.2 25.8992 23.5738 1.1 -1 18" Diam 1.0986 13.34 D-128 92.2 25.8888 266.41 0.1 1.076 X-Sect 5.818 -- D-127 92.2 25.8608 1354.11 0.02 0.8003 X-Sect 2.5676 --- D-126 92.2 25.8358 491.48 0.05 0.4713 X-Sect 2.076 -- D-125 92.2 25.7224 3470.27 0.01 0.5018 X-Sect 1.0908 -- D-124 922 25.5489 549.84 0.05 0.478 X-Sect 0.836 -- D-123 92.2 25.5134 3827.85 0.01 0.584 X-Seci 2.4616 -- P-112 92.2 25.4763 4.3371 5.87 -1 12" Diam 5.8741 5.5221 D-122 92.2 25.4617 50.2681 0.51 1.3879 X-Sect 3.5601 ---- D-121 122.6 32.Od86 594.02 0.05 0.4735 X-Seci 14_376 - e-006 P-111 122.6 32.0049 15.3148 2.09 -1 18" Diam 2_0898 8.6664 D-120 122.6 31.7866 18.2879 1.74 -1 X-Sect 1.7381 -- D-119 122.6 31.6961 17.5281 1.81 -1 X-Sect 1.8083 -- � D-118 122.6 31.6812 179_94 0.18 0.7203 X-Sect 7.0837 -- �, D-117 122.6 31.6627 61.1492 0.52 1.5908 X-Sect 3.9591 ---- D-116 122_6 31.6418 27.9865 1.13 -1 X-Sed 1.1306 --- D-115 122.6 31.64 78.2241 0.4 1.866 X-Sect 5.5186 --- P-110 122.6 31.6228 30.6525 1.03 i.7027 24"Diam 11.096 9.757 D-114 122.6 31.5955 47.75 0.66 1.7176 X-Sect 5.6991 -- D-113 '124.4 31.8576 319.76 0.1 1.1584 X-Sect 7.8462 - e-007 D-112 124.4 31.8471 1134.16 0.03 0.8307 X-Sect 8.1092 -- '� D-111 124.4 31.8116 413.21 0.08 1.2906 X-Sect 4.9987 ----- i � D-110 124.4 31.7828 241.55 0.13 1207 X-Sect 52894 ---- --- -- Rch App Bend Junct HW Max EI/ ---- ----- Loss Head Loss Loss Elev Rim EI Fr Node To Nade ft ft ft ft ft ft N-110 408.797 N-111 N-110 409.747 --na- --na- --na- 409.747 411.92 N-112 N-111 410.8606 --na-- -na-- -na- 410.8606 414.13 N-113 N-112 412.5405 -na-- --na- --na-- 412.5405 415.64 N-114 N-113 413.1504 --na-- --na-- --na- 413.1505 415.67 N-115 N-114 414.8065 -na- -na- -na-- 414.18 414.08 N-116 N-115 418.962 -na-- --na- --na- 416.6 416.5 N-117 N-116 416.6529 -na-- -na-- -na- 416.49 416.39 N-118 N-117 417.3199 -na- --na- --na- 416.49 416.39 N-119 N-118 416.9307 -na-- --na- -na-- 416.71 416.61 N-120 N-119 418.4399 --na- --na- --na- 418.24 418.14 N-121 N-120 420.9399 --na-- --na-- --na- 420.43 420.33 N-122 N-121 421.5229 -na- --na- --na- 421.5229 422.69 N-123 N-122 431.8698 -na-- -na- --na- 423_41 423.31 N-124 N-123 426.0499 -na- -na- -na- 423.41 423.31 N-125 N-124 423.64 --na-- --na- --na-- 423.64 424.05 N-126 N-125 491.2671 -na-- -na- -na-- 424.9 424.8 , N-127 N-126 425.6399 --na-- -na- -na- 425.6399 426_02 � N-128 N-127 426.0798 -na- -na- -na- 426.0798 426.52 I N-129 N-128 427.fi098 -na- --na- -na-- 427.6097 428.27 � N-13Q N-129 429.6497 --na-- -na-- -na- 429.4 429.3 N-131 N-130 430.9699 --na- --na- -na- 430.83 430_73 I N-132 N-131 432.45 -na- -na-- -na- 432.45 432.79 � N-133 N-132 437.2202 --na- --na- -na-- 436.5 436.4 ! N-134 N-133 436.5119 --na- -na- -na- 436.03 435.93 N-135 N-134 437_85 --na- -na- -na- 437.57 437.47 N-136 N-135 440.39 --na- -na- --na-- 440.25 440.15 N-137 N-136 444.033 --na- --na- --na- 442.2 442.1 N-137A N-137 442.8699 --na- -na-- -na-- 441.99 441.89 � N-138 N-137A 469.665 --na-- -na- -na-- 442.9 442.8 ; N-139 N-138 443.3789 -na- --na- --na- 442.9 442.8 �I N-140 N-139 443.89 --na- -na-- -na-- 443.14 443.04 � N-141 N-140 444.3999 -na- -na- -na- 444.3999 444.84 � N-142 N-141 445.9371 -na- --na-- --na- 445.9371 446.11 N-143 N-142 447.157 -na- -na- -na- 447.157 447.71 N-144 N-143 453.928 -na-- -na- -na-- 448.2 448.1 N-145 N-144 448.46 -na- -na- -na- 447.84 447_74 N-146 N-145 449.6399 -na-- --na- --na-- 449.6399 449.84 N-147 N-146 452.3699 -na-- -na-- --na- 452.3699 452_71 N-148 N-147 453.5398 -na- -na-- -na- 453.5398 453.89 N-149 N-148 470.8597 -na- -na- -na-- 454.3 4542 N-150 N-149 454.3029 --na- -na- --na-- 454.3029 454.65 N-151 N-150 456.4129 -na- -na- -na- 455.87 455.77 V-152 N-151 46Q.5699 -na- -na- --na-- 460.56 460.46 V-153 N-152 463.8981 -na-- -na- -na- 463.8981 464.17 N-154 N-153 467.828 --na-- --na- --na-- 467.44 467.34 a Table B.4. Hydrograph Routing -East Basin -50-Year Storm ROUTEHYD � THRU [Existing East] USING TYPE1A AND [50 yr) NOTZERO ACTUAL Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ---- ac cfs cfs ratio ft --- ft/s fUs ------------ D-Dum2 19.7 6.4328 122.33 0.05 0.5644 X-Sect 4.4125 ----- e-001 D-Dum1 53.6 18.4875 122.33 0.15 0.9737 X-Sect 6.1401 ----- e-002 D-145 53.6 18.4851 121.12 0.15 0.9789 X-Sect 6.0973 --- D-144 53.6 18.482 117.92 0.16 1.1561 X-Sect 5.7757 ---- D-143 53.6 18.4757 122.41 0.15 1.0682 X-Sect 5.3178 ----- D-142 53.6 18.4689 82.3869 0.22 1.16 X-Sect 4.7688 ---- D-141 53.6 18.4652 10.3949 1.78 -1 X-Sed 1.7764 -- P-117 65.2 20.3744 6.5804 3.1 -1 12" Diam 3.0962 8.3784 ex east D-140 65.2 20.3667 124.5 0.16 0.8355 X-Sed 4.4786 --- D-139 65.2 20.3531 117.81 0.17 0.8317 X-Sect 4.8035 ---- D-138 65.2 20.3398 94.8108 021 1.0799 X-Seci 4.6329 ---- D-137 67.6 21.2149 279 0.08 0.6572 X-Sect 7.2468 ----- e-003 P-116 67.6 21.2056 7.2535 2.92 -1 18" Diam 2.9235 4.1046 D-136 f7.6 21.1949 61.7242 0.34 1.152 X-Sect 5.0314 ---- D-135 67.6 21.1716 66.6905 0.32 1.3357 X-Sect 3.9737 --- D-134 67.6 21.1602 70.9939 0_3 0.9762 X-Sed 4.9411 ----- D-133A 67_6 21.1511 93.7984 023 1.035 X-Sect 5.0466 --- D-133 67.6 21.1496 26.6671 0.79 2.3487 X-Sect 1.6064 --- P-115 68.7 21.6082 6.9473 3.11 -1 12" Diam 3.1103 8.8456 e-004 D-132 68.7 21.605 22fi_87 0.1 0.9869 X-Sect 7.7628 - P-114 92.2 28.7909 18.9199 1.52 -1 24" Diam 1.5217 6.0224 e-005 D-131 92.2 28.7784 338.51 0.09 0.9857 X-Sect 6.7585 -- D-130 92.2 28.7663 33.2703 0.86 1.4508 X-Sed 5.8219 -- D-129 92.2 28_7555 8.6723 3.32 -1 X-Sed 3.3158 -- P-113 92.2 28.7428 23.5738 1.22 -1 18" Diam 1.2193 13.34 D-128 92.2 28.731 266_41 0.11 1.1405 X-Sect 5.9997 ---- D-127 922 28.699 1354.11 0.02 0.8231 X-Sect 2.6309 --- D-126 92.2 28.6712 491.48 0.06 0.4918 X-Sect 2.1506 ---- D-125 92.2 28.5445 3470.27 0.01 0.5218 X-Sect 1.1196 ----- D-124 92.2 28.3566 549.84 0.05 0.5043 X-Sect 0.8666 ----- D-123 92.2 28.3183 3827.85 0.01 0.6073 X-Sed 2.5267 --- P-112 92.2 28.2813 4.3371 6.52 -1 12" Diam 6.5208 5.5221 D-122 92.2 28.2656 50.2681 0.56 1.4497 X-Sed 3.6834 -- D-121 122.6 35.6853 594.02 0.06 0.5006 X-Sect 14.8923 ---- e-006 P-111 122.6 35.6419 15.3148 2.33 -1 18" Diam 2.3273 8.6664 D-120 122.6 35.4329 18.2879 1.94 -1 X-Sect 1.9375 ----- D-119 122.6 35.3437 17.5281 2.02 -1 X-Sect 2.0164 ----- D-118 122.6 35.3278 179.94 0.2 0.7605 X-Sect 7.315 ----- D-117 122.6 35.308 61.1492 0.58 1.6707 X-Sect 4.0938 ----- . D-116 122.6 35.2852 27.9865 1.25 -1 X-Sect 12608 --- D-115 122.6 352833 78.2241 0.45 1.9632 X-Sect 5.68 --- P-110 122.6 35.2651 30.6525 1_15 -1 24" Diam 1.1505 9.757 D-114 122.6 35.2359 47.75 0.74 1.8022 X-Sect 5.8823 --- D-113 124.4 35.5397 319.76 0.11 1.2299 X-Sect 8.0881 ----- e-007 D-112 124.4 35.5284 1134.16 0.03 0.8726 X-Sect 8.4163 ---- D-111 124.4 35.4908 413.21 0.09 1.3677 X-Sect 5.1548 ----- ; D-110 124.4 35.4602 241.55 0.15 12828 X-Sect 5.4622 ----- ---- --- Rch App Bend Junct HW fi�iax EI/ --- --- Loss Head Loss Loss Elev Rim EI Fr Node To Node ft ft ft ft ft ft N-110 408.8728 N-111 N-110 409.8228 --na-- --na- --na-- 409.8228 411.92 N-112 N-111 410.9377 -na-- --na- --na-- 410.9377 414.13 N-113 N-112 412.6176 -na- -na- --na-- 412.6176 415.64 N-114 N-113 413.2275 --na-- --na- --na-- 413.2275 415.67 N-115 N-114 414.9305 -na- --na- --na- 414.18 414.08 N-116 N-115 415.8377 -na- --na-- -na- 415.8377 416.5 N-117 N-116 416.2331 -na- -na-- -na- 416.2331 416.39 N-118 N-117 417.0631 -na- --na- --na- 416_49 416.39 N-119 N-118 417.0166 -na-- -na- --na- 416.71 416.61 N-120 N-119 418.4399 --na-- --na-- --na- 418.24 418.14 N-121 N-120 420.9399 --na-- --na- --na- 420.43 420.33 N-122 N-121 421.61 Q9 -na- -na- --na- 421.6109 422.69 N-123 N-122 434.4431 -na- --na- --na- 423.41 423.31 N-124 N-123 426.0499 -na- -na- -na- 423.41 423.31 N-125 N-124 423.6399 -na- --na- --na- 423.6399 424.05 N-126 N-125 5Q6.9789 -na- -na- --na- 424.9 424.8 N-127 N-126 425.6399 --na- -na- --na- 425.6399 42fi.02 N-128 N-127 426.0798 -na- -na- --na- 42fi.0798 426.52 N-129 N-128 427.6098 -na-- -na- --na- 427.6097 428.27 N-130 N-129 429.6497 -na-- --na- --na- 429.4 429.3 N-131 N-130 430.9699 -na- -na- -na- 430.83 430.73 N-132 N-131 432.5004 -na-- -na- --na- 432.5004 432.79 N-133 N-132 438.2302 -na- -na-- --na- 436.5 436.4 N-134 N-133 436.5119 --na- -na-- --na- 436.03 435.93 N-135 N-134 437.85 -na- --na- --na- 437.57 437.47 N-136 N-135 440.3899 -na- -na- --na- 440.25 440.15 N-137 N-136 444.7122 -na-- --na- --na- 442.2 442.1 N-137A N-137 442.8699 -na-- --na- --na- 441.99 441.89 N-138 N-137A 476.2553 -na-- --na- -na- 442.9 442.8 N-139 N-138 443.4986 -na- -na- -na- 442.9 442.8 N-140 N-139 443.8899 -na-- --na- --na- 443.14 443.04 N-141 N-140 444.3999 --na- --na- -na- 444.3999 444.84 N-142 N-141 446.0057 -na- -na- -na-- 446.0057 446.11 N-143 N-142 447.2256 --na-- --na- --na- 447.2256 447.71 N-144 N-143 455.4835 -na- -na- --na- 448.2 448.1 N-145 N-144 448.46 -na- -na- -na-- 447.84 447.74 N-146 N-145 449.6399 --na- --na-- -na-- 449.6399 449.84 N-147 N-146 452.3699 -na- -na- --na- 452.3698 452.71 N-148 N-147 453.5398 -na- -na-- -na- 453.5398 453.89 N-149 N-148 474.9647 --na-- -na- -na- 454.3 454.2 N-150 N-149 454.3029 -na- -na- -na- 454.3029 454.65 N-151 N-150 456.4129 --na- -na- -na- 455.87 455.77 N-152 N-151 460.5836 -na-- -na- -na- 460.56 460.46 V-153 N-152 463.9726 -na- --na-- --na- 463.9726 464.17 �V-154 N-153 467.9025 --na-- -na- --na-- 467.44 467.34 Table B.5. Hydrograph Routing -East Basin - 100-Year Storm I ' ROUTEHYD [] THRU [Existing East) USING TYPEIA AND [100 yr) NO i ZERO ACTUAL Reach Area Flow Full Q % Fult nDepth Size nVel fVel CBasin / Hyd ---- ac c;s r� . i ratio ft ---- ft/s ft/s ----------- D-Dum2 �19.7 7.100. �'�� 3� 0.06 0.5932 X-Sect 4.5504 ----- e-001 D-Dum1 �3.5 2t�.33�; ---i22.3� 0.17 1.0256 X-Sect 6.3154 ----- e-002 D-145 53.6 20.3311 121.12 0.17 1.0311 X-Sect 62711 ---- D-144 53.6 20.3274 117.92 0.17 1.2148 X-Sect 5.9225 ----- D-143 53.6 20.3204 122.41 0.17 1.1183 X-Sect 5.4519 ----- I D-142 53.6 20.3129 82.3869 0_25 12157 X-Sect 4.9037 ---- D-141 53.5 20.309� - 1Q.3949 1.95 -1 X-Sect 1.9538 --- P-117 65.� 22.��' �6�:584d 3.41 -1 12" Diam 3.4132 8.3784 ex east � D-140 65.2 22.451 c `:::'�;'�24:5 0.18 0.8802 X-Sect 4.6208 - I, D-139 65.2 22.4372 117.81 0.19 0.8757 X-Sect 4.9419 --- D-138 65.2 22.4229 3`�108� 0.24 1.1329 X-Sect 4J56 ---- D-137 �7.6 23.392- �--�: �9� 0.08 0.6862 X-Sect 7.4448 -- e-003 P-116 67.0 ?3.383� '7 2:�5� 3.22 -1 18" Diam 3.2238 4.1046 D-136 67.6 23.3721 61.7242 0.38 1.2109 X-Sect 5.1805 ---- D-135 67.6 23.3475 66.6905 0.35 1.4016 X-Sect 4.08 ---- D-134 67.6 23.3353 70.9939 0.33 1.0244 X-Sect 5.0771 ----- D-133A 67.6 23.3254 93.7984 0.25 1.0782 X-Sect 5.2133 ---- D-133 67.6 23.3239 26.6671 0.87 2.4653 X-Sect 1.6511 ---- P-115 68.7 23.829 6.9473 3.43 -1 12" Diam 3_43 8.8456 e-004 D-132 68.7 23.8256 226.87 0.11 1.0347 X-Sect 7.9743 -- P-114 92.2 31.6894 18.9199 1.67 -1 24" Diam 1.6749 6.0224 e-005 D-131 92_2 31.6761 338.51 0.09 1.0378 X-Sect 6.9502 --- D-130 92.2 31.6628 33.2703 0.95 1.5281 X-Seci 5.9813 - D-129 922 31.6529 8.6723 3.65 -1 X-Seci 3.6499 -- P-113 92.2 31.6395 23.5738 1.34 -1 18" Diam 1.3421 13.34 D-128 92.2 31.627 266.41 0.12 1.2034 X-Sect 6.1704 ---- D-127 92.2 31.5932 1354.11 0.02 0.8449 X-Sect 2.6909 ---- D-126 922 31.5642 491.48 0.06 0.5117 X-Sect 2.2214 ----- D-125 92.2 31.4314 3470.27 0.01 0.541 X-Sect 1.1469 ---- D-124 92.2 31.2367 549.84 0.06 0.5301 X-Sect 0.8959 ---- D-123 92.2 31.1967 3827.85 0.01 0.6298 X-Sect 2.5886 ----- P-112 92.2 31.1607 4.3371 7.18 -1 12" Diam 7.1847 5.5221 D-122 92.2 31.1444 50.2681 0.62 1.5106 X-Sect 3.8005 --- D-121 122.6 39.4139 594.Q2 0.07 0.527 X-Sect 15.3819 ----- e-006 P-111 122.6 39.3717 15.3148 2.57 -1 18" Diam 2.5708 8.6664 D-120 122.6 39.1738 18.2879 2.14 -1 X-Sect 2.1421 ----- D-119 122.6 39.0873 17.5281 2.23 -1 X-Sed 2.23 --- D-118 122.6 39.0705 179.94 022 0.7996 X-Sect 7.5336 ---- D-117 122.6 39.0498 61.1492 0.64 1.7492 X-Seci 4.2208 ----- D-116 122.6 38.9434 27.9865 1.39 -1 X-Sect 1.3915 -- I D-115 122.6 38.9414 782241 0.5 2.0557 X-Sect 5.829 --- I P-110 122.6 38.9219 30.6525 1.27 -1 24" Diam 1.2698 9.757 D-114 122.6 38.8904 47.75 0.81 1.8838 X-Sect 6.0508 ---- � D-113 124.4 39.2371 319.76 0.12 1298 X-Sect 8.3113 ---- e-007 �� -112 124.4 39.225 1134.16 0.03 0.9129 X-Sect 8J019 -- �I -111 124.4 39.1846 413.21 0.09 1.4411 X-Sect 5.2991 ----- ., D-110 124.4 39.1518 241.55 0.16 1.3552 X-Sect 5_6219 - ----- ----- Rch App Bend Junct HW i'viax EI/ --- --- Loss Head Loss Loss Elev Rim EI Fr Node To Node ft ft ft ft ft ft N-110 408.9452 N-111 N-110 409.8951 --na-- -na- --na-- 409.8951 411.92 N-112 N-111 411.0111 --na-- -na-- --na- 411.0111 414.13 N-113 N-112 412.691 -na-- --na-- --na-- 412.691 415.64 N-114 N-113 413.3009 -na-- --na-- --na-- 413.3009 415.67 N-115 N-114 415.03 --na-- -na-- --na- 414.18 414.08 N-116 N-115 416.0292 --na- -na- --na- 416.0292 416.5 N-117 N-116 416.3256 -na- --na- -na- 416.3256 416.39 N-118 N-117 417.1555 -na- --na- --na- 416.49 416.39 N-119 N-118 417.1629 --na- --na- --na- 416.71 416.61 N-120 N-119 418.4399 --na- --na-- --na-- 41824 418.14 N-121 N-120 420.9399 --na- -na- --na- 420.43 420.33 N-122 N-121 421.696 --na-- -na- --na-- 421.696 422.69 N-123 N-122 437.3544 -na-- --na-- --na-- 423.41 423.31 N-124 N-123 426.0499 --na- -na- --na-- 423.41 423.31 ' N-125 N-124 423.6805 --na-- --na- -na- 423.6805 424.05 N-126 N-125 524.8533 --na- -na- -na- 424.9 424.8 N-127 N-126 425.6399 -na-- -na- -na-- 425.6399 426.02 '� N-128 N-127 426.0798 -na-- -na- -na-- 426.0798 426.52 N-129 N-128 427.6098 -na- --na- --na- 427.6097 428.27 - -- a- --na- 429.4 429.3 N-130 N-129 429.6497 na- n � N-131 N-130 430.9699 -na- -na-- -na- 430.83 430.73 � N-132 N-131 432.5633 --na- -na-- --na-- 432.5633 432.79 N-133 N-132 439.3671 --na-- --na-- --na- 436.5 436.4 N-134 N-133 436.5119 -na-- --na- --na-- 436.03 435.93 N-135 N-134 437.85 -na-- --na- -na-- 437.57 437.47 N-136 N-135 440.3899 --na-- --na- -na-- 440.25 440.15 N-137 N-136 445.4762 -na- -na-- --na- 442.2 442.1 N-137A N-137 442.8699 --na- --na- --na- 441.99 441.89 N-138 N-137A 483.6605 -na- --na- -na-- 442.9 442.8 N-139 N-138 443.6152 -na-- -na- --na- 442_9 442.8 N-140 N-139 443.8899 --na- -na-- --na-- 443.14 443.04 N-141 N-140 444.4243 --na-- -na-- --na-- 444.4243 444.84 N-142 N-141 446.0716 --na-- --na- -na-- 446.0716 446.11 N-143 N-142 447.2915 -na- --na- -na- 447.2915 447.71 N-144 N-143 4572313 -na- --na- --na- 448.2 448.1 N-145 N-144 448.4599 --na- -na-- -na- 447.84 447.74 N-146 N-145 449.6399 -na- --na- --na- 449.6399 449.84 N-147 N-146 452.3698 -na-- -na- --na-- 452.3698 452.71 N-148 N-147 453.5398 --na-- -na- -na-- 453.5398 453.89 N-149 N-148 479.5756 --na- -na- -na- 454.3 454.2 N-150 N-149 454.3031 --na-- --na- -na- 454.3031 454.65 N-151 N-150 456.413 -na- --na-- -na- 455.87 455.77 N-152 N-151 460.6481 -na-- --na-- --na- 460.56 460.46 J-153 N-152 464.0445 --na- -na- --na-- 464.0445 464.17 l-154 N-153 467.9954 --na-- --na- -na-- 467.44 467.34 J , � __ � - _�- - --- Table 6.6. Hydrograph Routing -East Basin -Summary Table 2-Year 10-Year 25-Year 50-Year 100-Year Freeboard Freeboard Freeooard F�eeboard Freeboard Reach ID From Node To Node (F� (F� (F� (FT} (F� N-110 D-110 N-111 N-110 2.68 2.33 2.17 2.10 2.02 D-111 N-112 N-111 4.16 3.43 3.27 3.19 3.12 D-112 N-113 N-112 3.98 326 3.10 3.02 2.95 D-113 N-114 N-113 3.14 2.69 2.52 2.44 2.37 D-114 N-115 N-114 Overtop Overtop Overtop Overtop Overtop P-110 N-116 N-115 1.00 Overtop Overtop 0.66 0.47 p-115 N-117 N-116 0.83 Overtop Overtop 0.16 0.06 D-116 N-118 N-117 0.00 Overtop Overtop Overtop Overtop D-117 N-119 N-118 Overtop Overtop Overtop Overtop Overtop D-118 N-120 N-119 Ove�top Overtop Overtop Overtop Overtop D-119 N-121 N-120 Overtop Overtop Overtop Overtop Overtop D-120 N-122 N-121 1.17 1.36 1.17 1.08 0.99 P-111 N-123 N-122 0.32 Overtop Overtop Overtop Overtop D-121 N-124 N-123 Overtop Overtop Overtop Overtop Overtop D-122 N-125 N-124 0.41 0.41 0.41 0.41 0.37 P-112 N-126 N-125 Overtop Overtop Overtop Overtop Overtop D-123 N-127 N-126 0.38 0_38 0.38 0.38 0.38 D-124 N-128 N-127 0.44 0.44 0.44 0.44 0.44 I D-125 N-129 N-128 Q.66 0.66 Q.66 0.66 0.66 D-126 N-130 N-129 Overtop Overtop Overtop Overtop Overtop D-127 N-131 N-130 Overtop Overtop Overtop Overtop Overtop D-128 N-132 N-131 0.34 0.34 0.34 0.29 0.23 P-113 N-133 N-132 Overtop Overtop Overtop Overtop Overtop �� D-129 N-134 N-133 Overtop Overtop Overtop Overtop Overtop D-130 N-135 N-134 Overtop Overtop Overtop Overtop Overtop D-131 N-136 N-135 Overtop Overtop Overtop Overtop Overtop P-114 N-137 N-136 0.68 Overtop Overtop Overtop Overtop D-132 N-137A N-137 Overtop Overtop Overtop Overtop Overtop P-115 N-138 N-137A Overtop Overtop Ove�top Overtop Overtop 0.133 N-139 N-138 Overtop Overtop Overtop Overtop Overtop D-133A N-140 N-139 Overtop Overtop Overtop Overtop Overtop D-134 N-141 N-140 0.44 0.44 0.44 0.44 0.42 D-135 N-142 N-141 0.44 0.32 0.17 0.10 Q.04 D-136 N-143 N-142 0.82 0.70 0.55 0.48 0.42 P-116 N-144 N-143 Overtop Overtop Overtop Overtop Overtop D-137 N-145 N-144 Overtop Overtop Overtop Overtop Overtop D-138 N-146 N-145 0.20 0.20 0.20 0.20 0.20 D-139 N-147 N-146 0.34 0.34 0.34 0.34 0.34 D-140 N-148 N-147 0.35 0.35 0.35 0.35 0.35 P-117 N-149 N-148 Overtop Overtop Overtop Overtop OveRop D-141 N-150 N-149 0.35 0.35 0.35 0.35 0.35 D-142 N-151 N-150 Overtop Overtop Overtop Overtop Overtop D-143 N-152 N-151 Overtop Overtop Overtop Overtop Overtop D-144 N-153 N-152 0.28 0.28 027 020 0.13 D-145 N-154 N-153 Overtop Overtop Overtop Overtop Overtop I - - �i � Table 6.7. Hydrograph Routing -West Basin - 2-Year Storm ROUTEHYD � THRU [Existing West) USING TYPEIA AND [2 yr] NOTZERG ACTUAL Reach Area Flow Full Q % Fuil nDepth Size nVel fVet CBasin / Hyd ----- ac cfs cfs ratio ft --- ft/s ft/s ------------ D-021 2.9 0.5767 215.99 0 0.3321 X-Sect 3_0535 --- w-001 D-020 2.9 0.5766 75.0242 0.01 0.3244 X-Sect 2.7143 ---- P-016 19.2 2.8102 1Q.5228 027 0_3529 12" Diam 11.3425 13.398 w-002 D-019 19.2 2.8096 212.76 0.01 0.6667 X-Sect 4.1816 ---- D-018 21.1 3.0333 251.93 0.01 02382 X-Sect 5.8108 -- ex west P-015 21.1 3.0325 7.7298 0.39 0.4351 12" Diam 9.2462 9.8418 D-017 21.1 3.0318 138.18 0.02 0.3561 X-Sect 3.5277 --- D-016 21.1 3.0316 452.04 0.01 0.254 X-Sect 5.0894 ---- P-014 22.3 3.2439 7.9881 0.41 0.4436 12" Diam 9.6423 10.1708 w-003 D-015 22.3 3.2432 160.64 0.42 0.451 X-Sect 3.7541 - D-014 22.3 3.2429 200 0.02 0.6317 X-Sect 4.3238 ---- P-013 22.3 3.2423 10.6228 0.31 0.3791 12" Diam 11.8787 13.5253 D-012 22.3 3.2413 290.67 0.01 0.6234 X-Sect 4.8101 ---- D-011 22.3 32403 320.43 0_01 0.3609 X-Sect 4.0339 --- D-010 25.5 3.7564 1040.88 0 0.5771 X-Sed 6.1421 ----- w-004 P-012 25.5 3.7551 7.0631 0.53 0.5186 12" Diam 9.1309 8.9931 P-011 25.5 3.7536 6.9402 0.54 0.5239 12" Diam 9.0097 8.8365 P-010 25.5 3.7521 8.217 0.46 0.4742 12" Diam 10.2249 10.4623 P-009 25.5 3.7507 7.6431 0.49 0.4945 12" Diam 9.6859 9.7315 P-008A 27.7 4.1444 4.8684 0.85 0.709 12" Diam 6.9597 6.1986 w-005 P-008 31.5 4.8063 6.8722 0.7 0.6161 12" Diam 9.4657 8.75 w-006 P-007 31.5 4.8057 6.4104 0.75 0.6459 12" Diam 8.9569 8.162 P-006 31.5 4.8039 7.4569 0.64 0.5839 12" Diam 10.0875 9_4945 P-005 39.3 6.248 9.9629 0.63 0.574 12" Diam 13.3954 12.6852 w-007 P-004 39.3 6.2406 7_7824 0.8 0.6778 12" Diam 11.0133 9.9088 D-009 39.3 6.2233 93.993 0.07 0.6278 X-Sect 2.79 --- D-008 39.3 62231 112.96 0.06 0.414 X-Sed 62056 ---- P-003 39.3 6.2205 6.2952 0.99 0.8091 12" Diam 9.1373 8.0153 D-007 39.3 6.2079 107.57 0.06 0.5256 X-Sed 3.8357 -- D-006 39.3 6.2077 964.56 0.01 0.3936 X-Sect 8.11fi6 -- P-002 39.3 6204 6.1462 1.01 0.8284 12" Diam 8.9179 7.8256 D-005 39.3 62035 ---- 0 0.915 X-Sect 2.1497 --- D-004 39.3 6.1864 44.3354 0.14 0.5256 X-Seci 4.8288 ---- D-003 39.3 6.1853 313.41 0.02 0.5341 X-Sect 4.3358 ---- D-002 39.3 6.1799 770.99 0.01 0.6454 X-Sect 1.5651 -- D-001 39.3 6.1797 146.32 0.04 0.4209 X-Sect 7.17�5 --- P-001 48.3 6.7994 82043 0.83 0.6946 12" Diam 11.6778 10.4461 w-008 --- --- Rch App Bend Junct HW Max EI/ --- -- Loss Head Loss Loss Elev Rim EI From Nod To Node ft ft ft ft ft ft N-001 373.6321 N-d02 N-001 382.2466 -na-- --na-- --na- 380.5 380.4 N-003 N-002 381.0999 -na- -na- --na-- 380.43 380.33 N-004 N-003 382.8899 --na-- --na- --na-- 382.3 382.2 N-005 N-004 389.8769 --na-- --na-- --na- 389.8769 39025 .q N-006 N-005 398.3768 --na-- -na-- --na-- 398.3768 398.68 N-007 N-OQ6 397.7699 --na-- --na-- --na-- 397.7699 398.68 � N-008 N-007 400.6486 -na-- --na-- --na-- 399.4 399.3 N-010 N-008 400.3799 --na-- --na-- --na-- 399.4 399.3 ' N-011 N-010 400.4899 --na-- --na-- --na-- 400.32 40022 N-012 N-011 403.3211 --na-- --na-- --na-- 401.7 401.6 N-014 N-012 401.9299 --na-- --na-- --na- 401.9 401.8 � N-015 N-014 402.4Q99 --na-- --na-- --na-- 402.4099 402.6 '� N-016 N-015 406.8691 0.9827 O.Od89 ----- 405.8952 406.01 'i N-017 N-016 407.6445 0_5809 0.0075 ------ 406.41 406.31 ' N-018 N-017 408.2272 0.5814 0.4023 ----- 407.6481 408.14 , N-019 N-018 411.1539 ----- --- ---- 411.1539 413.72 N-019A N-019 419.722 0.4324 0.0032 ----- 419.2928 420.68 N-020 N-019A 420.102 ---- ----- 420.102 422.5 ' N-021 N-020 428.8048 0.3544 0.0039 --- 428.4543 429.85 N-022 N-021 431.8735 12605 Q.0049 ------ 430.6179 434 N-023 N-Q22 435.9002 0.355 0.0013 ----- 435.5465 436.59 N-024 N-023 437.2402 --na-- --na-- --na- 437.2402 438.2 N-025 N-024 437.8302 --na- --na-- -na- 437.6302 438.9 N-026 N-025 440.4301 --na-- --na-- --na-- 440.4301 441.52 N-028 N-026 444.3401 --na-- --na-- --na- 444.3401 444.82 N-029 N-028 445.7641 -na- --na-- -na-- 445.764 4462 N-031 N-029 445.934 --na-- --na-- --na- 445.934 446.47 N-032 N-031 447.8239 -na-- --na-- --na-- 447.8239 449.01 N-033 N-032 448.994 --na- --na- -na- 448.994 450.1 N-035 N-033 449.4039 --na-- -na-- --na-- 449.4039 45124 N-036 N-035 451.6238 -na-- --na- --na-- 451.6238 452.98 N-037 N-036 452.5651 --na- -na- --na- 452.5651 453.8 N-039 N-037 453.065 --na-- --na-- --na-- 453.065 454.27 N-040 N-039 455.835 -na-- --na- --na-- 455.835 457.02 N-041 N-040 458.6864 --na-- -na-- --na- 458.6864 459.3 N-043 N-041 458.8464 --na-- --na-- --na- 458.8463 459.71 N-044 N-043 466.1862 --na-- --na- --na-- 466.1862 467.86 I� I II � � � i ; I, Table B.8. Hydrograph Routing -West Basin - 10-Year Storm ROUTEHYD [] THRU [Existing West] USING TYPE1A AND [10 yrj NOTZE�O ACTUAL Reach Area Flow Full Q % Futl nDeplh Size nVel fVel CBasin / Hyd ---- ac cfs cfs raiio ft --- ft/s fUs ------------ D-021 2.9 1.1262 215.99 0_01 0.4269 X-Sect 3.6099 ---- w-001 D-O20 2.9 1.126 75.0242 0.02 0.417 X-Sect 3.2085 ---- P-016 19.2 5.7252 10.5228 Q.54 0.5258 12" Diam 13.6802 13.398 w-002 D-019 19.2 5.7243 212.76 0.03 0.8706 X-Sect 4.9958 --- D-018 21.1 6.2369 251.93 0.02 0.3597 X-Sect 72932 ---- ex west P-015 21.1 6.2355 7.7298 0.81 0.6807 12" Diam 10.9508 9.8418 D-017 21.1 6.2346 138.18 0.05 0.5336 X-Sect 4.3923 - D-016 21.1 6.2343 452.04 0.01 0.36fi4 X-Sed 6.4244 ---- P-014 22.3 6.6546 7.9881 0.83 0.6973 12" Diam 11.3797 10.1708 w-003 D-015 22.3 6.6534 160.64 0.04 0.6285 X-Sed 4.6707 --- D-014 22.3 6.653 200 0.03 0.827 X-Sect 5.1746 ---- P-013 22_3 6.652 10.6228 0.63 0.5735 12" Diam 142771 13.5253 D-012 22.3 6.6504 290.67 0.02 0.8162 X-Sect 5.757 -- D-011 22.3 6.6488 320.43 0.02 0.516 X-Sect 5.0632 - D-010 25.5 7.6794 1040.88 0.01 0.7546 X-Sect 7.3444 -- w-004 P-012 25.5 7.6772 7.0631 1.09 -1 12" Diam 1.0869 8.9931 P-011 25.5 7.6747 6.9402 1.11 -1 12" Diam 1.1058 8.8365 P-010 25.5 7.6721 8.217 0.93 0.7657 12" Diam 11.8884 10.4623 P-009 25.5 7.6702 7.6431 1 0.8229 12" Diam 11.0927 9.7315 P-008A 27.7 8.4447 4.8684 1.73 -1 12" Diam 1.7346 6.1986 w-005 P-008 31.5 9.6d83 6.8722 1.4 -1 12" Diam 1.404 8.75 w-006 P-007 31.5 9.6459 6.4104 1.5 -1 12" Diam 1.5047 8.162 P-006 31.5 9.6425 7.4569 129 -1 '12" Diam 12931 9.4945 P-005 39.3 12.2397 9.9629 123 -1 12" Diam 1.2285 12.6852 w-007 P-004 39.3 'l2.2337 7.7824 1.57 -1 12" Diam 1.572 9.9088 D-009 39.3 12.2305 93.993 0.13 0.867 X-Seci 3.43 --- D-008 39.3 12.2302 112.96 0.11 0.5807 X-Sect 7.6019 -- P-003 39.3 12.2269 6.2952 1.94 -1 12" Diam 1.9423 8.0153 D-007 39.3 12.2225 107.57 0.11 0.7439 X-Sect 4.7079 --- D-006 39.3 12.2223 964.56 0.01 0.5074 X-Sect 9.6143 --- P-002 39.3 12.2172 6.1462 1.99 -1 12" Diam 1.9878 7.8256 D-005 39.3 12.2169 --- 0 0.915 X-Sect 42335 ----- D-004 39.3 12.207 44.3354 0.28 0.7349 X-Sect 5.8637 ----- D-003 39.3 12.1945 313.41 D.04 0.7226 X-Sect 5.3815 ---- D-002 39.3 12.1624 770.99 0.02 0.7234 X-Sect 1.7335 ----- D-001 39.3 12.1621 146.32 0.08 0.5527 X-Sect 8.9201 -- P-001 48.3 13.7386 8.2043 1.67 -1 12" Diam 1.6746 10.4461 w-008 -- -- Rch App Bend Junct HW Max EU ---- -- Loss Head Loss Loss Elev Rim EI From Nod To Node ft ft ft ft ft ft N-001 373.66 N-002 N-001 397.4953 -na- -na- --na- 380.5 380.4 N-003 N-002 381.0999 --na-- -na- -na-- 380.43 380.33 N-004 N-003 382.8899 --na-- -na-- --na- 382.3 382.2 N-005 N-004 390.363 --na-- -na-- --na- 390.35 39025 ; N-006 N-005 398.8499 --na-- -na-- --na-- 398.78 398.68 �, N-007 N-006 398.1499 --na-- --na-- --na-- 398.1499 398.68 ! N-008 N-007 406.7091 --na-- --na-- --na-- 399.4 399.3 I N-010 N-008 400.3799 --na-- --na-- --na-- 399.4 399.3 I N-011 N-010 400.4899 --na-- --na-- --na-- 400.32 400.22 N-012 N-011 402.893 --na-- --na-- --na-- 401.7 401.6 N-014 N-012 401.9299 --na-- --na-- --na-- 401.9 401.8 N-015 N-014 402.4099 --na-- --na-- --na-- 402.4099 402.6 I N-016 N-015 414.9783 3.7712 0.0341 ------ 406.11 406.01 i N-Oi7 N-016 412.823 2.3405 0.0303 ------ 406.41 406.31 II N-018 N-017 412_9798 2.3422 0.0092 ---- 408.24 408.14 � N-019 N-018 421.5153 ----- ------ ----- 413.82 413.72 � N-019A N-019 428.7839 -_-1.7952 0�0134 _�- 420.78 420.68 I N-020 N-019A 424.1394 422.6 422.5 N-021 N-020 431.693 1.4817 0.0162 ----- 429.95 429.85 N-022 N-021 431.8735 1.4827 0.0057 ------ 430.3965 434 N-023 N-022 438.0848 1.4837 0.0053 ----- 436.69 436.�9 N-024 N-023 440.4391 --na-- --na-- --na-- 438.3 438.2 N-025 N-024 438.69 --na-- --na-- --na-- 438.69 438.9 N-026 N-025 441.4899 -na-- --na-- -na-- 441.4899 441.52 N-028 N-026 445.3998 --na-- --na-- --na- 444.92 444.82 N-029 N-028 447.9408 --na-- --na-- --na- 446.3 4462 N-03i N-029 446.47 --na-- --na-- --na-- 446.47 446_47 N-032 N-031 448.3599 --na-- --na-- --na- 448.3599 449.01 N-033 N-032 451.1722 --na-- -na- --na-- 450.2 450.1 N-035 N-033 450.6099 -na-- --na-- -na- 450.6099 451.24 N-036 N-035 452.8299 --na-- -na-- --na- 452.8299 452.98 N-037 N-036 454.9681 --na-- --na-- -na- 453.9 453.8 N-039 N-037 454.3999 --na-- --na-- --na-- 454.37 454.27 N-040 N-039 457.14 -na- --na-- --na- 457.12 457.02 N-041 N-040 460.2915 --na-- -na-- --na- 459.4 459.3 N-043 N-041 459.5599 --na- --na-- --na-- 459.5599 459.71 N-044 N-043 466.8998 --na-- -na- --na-- 466.8998 467.86 ; Table B.9. Hydrograph Routing -West Basin -25-Year Storm ROUTEHYD � THRU [Existing WestJ USING TYPEIA AND [25 yrJ NOTZEAO ACTUAL Reach Area Flow Full Q % Full nDepth Size nVel fVef CBasin / Hyd ----- ac cfs cfs ratio ft --- ft/s fVs ---------- D-021 2.9 1.4193 215.99 0.01 0.4655 X-Sect 3.8249 ---- w-001 D-020 2.9 1.419 75.0242 0.02 0.4548 X-Sect 3.3995 ---- P-016 19.2 72941 t 0.5228 0.69 0.6125 12" Diam 14.4658 13.398 w-002 D-019 19.2 7.2903 212.76 0.03 0.9533 X-Sect 5.3071 ----- D-018 21.1 7.9622 251.93 0.03 0.4124 X-Sect 7.8517 ----- ex west P-015 21.1 7.9606 7.7298 1.03 0.8494 12" Diam 11.1952 9.8418 D-017 21.1 7.9596 138.18 0.06 0.6103 X-Sect 4.71fi1 ---- D-016 21.1 7.9593 452.04 0.02 0.4154 X-Sect 6.9302 --- P-014 22.3 8.4903 7.9881 1.06 0.8943 12" Diam 11.4571 10.1708 w-003 D-015 22.3 8.4889 160.64 0.05 0.7052 X-Sect 5.0142 ----- D-014 22.3 8.4884 200 0.04 0.9062 X-Sect 5.4996 ---- P-013 22.3 8.4872 10.6228 0.8 0.676 12" Diam 15.0227 13.5253 D-012 22.3 8.4854 290.67 0.03 0.8943 X-Sect 6.118fi ----- D-011 22.3 8.4835 320.43 0.03 0.5836 X-Sect 5.4511 --- D-010 25.5 9.7892 1040.88 0.01 0.8265 X-Sect 7.8039 ---- w-004 P-012 25.5 9.7867 7.0631 1.39 -1 12" Diam 1.3856 8.9931 P-011 25.5 9.7842 6.9402 1.41 -1 12" Diam 1.4098 8.8365 P-010 25.5 9.7811 8.217 1.19 -1 12" Diam 1.1903 10.4623 P-009 25.5 9.7791 7.6431 1.28 -1 12" Diam 12795 9.7315 P-008A 27.7 10.7564 4.8684 221 -1 12" Diam 22095 6.1986 w-005 P-008 31.5 12.2532 6.8722 1.78 -1 12" Diam 1.783 8.75 w-006 P-007 31.5 12.2295 6.4104 1.91 -1 12" Diam 1.9077 8.162 P-006 31.5 12.214 7.4569 1.64 -1 12" Diam 1.6379 9.4945 P-005 39.3 15.4537 9.9629 1.55 -1 12" Diam 1.5511 12.6852 w-007 P-004 39.3 15.439 7.7824 1.98 -1 12" Diam 1.9838 9.9088 D-009 39.3 15.4332 93.993 4.16 0.9703 X-Sect 3.6728 ----- D-008 39.3 15.4329 112.96 0.14 0.6524 X-Sect 8.1307 ----- P-003 39.3 15.4277 6.2952 2.45 -1 12" Diam 2.4507 8.0153 D-007 39.3 15.4211 107.57 0.14 0.8378 X-Sect 5.0372 ----- D-006 39.3 15.4209 964.56 0.02 0.5537 X-Sect 10.1896 ----- P-002 39.3 15.4136 6.1462 2.51 -1 12" Diam 2.5078 7.8256 D-005 39.3 15.4133 ---- 0 0.915 X-Sect 5.3412 --- D-004 39.3 15.3973 44.3354 0.35 0.8232 X-Sect 62522 ---- D-003 39.3 15.3784 313.41 0.05 0.8043 X-Sect 5.7771 ---- D-002 39.3 15.3305 770.99 0.02 0.749 X-Sect 1.8482 ----- D-001 39.3 15.3302 146.32 0.1 0.61 X-Sect 9.5841 --- P-001 48.3 17.4789 8.2043 2.13 -1 12" Diam 2.1304 10.4461 w-008 -- ----- Rch App Bend Juncf HW Max EI/ ___ ___ Loss Head Loss Loss Elev Rim EI From Nod To Node ft ft ft ft ft ft N-001 373.66 N-002 N-001 4122399 -na- --na-- --na-- 380.5 380.4 N-003 N-002 381.1 --na- -na- -na- 380.43 380.33 N-004 N-003 382.8899 -na- -na- --na-- 382.3 382.2 N-005 N-004 390.6017 --na-- -na-- --na-- 390.35 39025 .; -- - ---- I - - -- � N-006 N-005 398.85 --na-- --na-- -na- 398.78 398.68 N-007 N-006 398.1499 --na-- --na-- --na-- 398.1499 398.68 N-008 N-007 411.7735 --na-- --na-- --na-- 3�9.4 399.3 N-010 N-008 400.3799 --na-- --na-- --na-- 399.4 399.3 N-011 N-010 400.4899 --na-- --na-- --na-- 400_32 40022 N-012 N-011 404.2625 --na-- --na-- --na-- 401_7 401.6 N-014 N-012 401.9299 -na-- --na-- --na-- 401.9 401.8 N-015 N-014 402.4099 --na-- -na-- --na-- 402.4099 402.6 N-016 N-015 422.4271 6.Q118 0.0544 ----- 406.11 406.01 N-017 N-016 416.8114 3.7554 0.0486 ------ 406.41 406.31 N-018 N-017 416.9514 3.7649 0.0148 ------ 408.24 408.14 N-019 N-018 429.5789 ----- ------ ----- 413.82 413.72 N-019A N-019 437.9548 2.9125 0.0218 ---- 420.78 420.68 N-020 N-019A 426.2303 ---- ---- ----- 422.6 422.5 N-021 N-020 436.8487 2.4d83 0.0264 ------ 429.95 429.85 N-022 N-021 438.8036 2.4098 0.0093 ----- 434.1 434 N-023 N-022 442.3643 2.4111 0.0087 ----- 436.69 436.59 N-024 N-023 442.7826 -na-- --na-- --na-- 438.3 438.2 N-025 N-024 438.69 --na-- --na- --na-- 438.69 438.9 N-026 N-025 441.4899 --na-- --na-- -na-- 441.4899 441.52 N-028 N-026 445.3998 --na-- --na-- --na-- 444.92 444_82 N-029 N-028 449.7335 --na-- --na-- --na-- 446.3 4462 N-031 N-029 446.47 --na-- --na- --na-- 446.47 446.47 N-032 N-031 448.3599 --na-- -na-- --na-- 448.3599 449.01 N-033 N-032 452.966 --na-- --na- --na-- 450.2 450.1 N-035 N-033 450.6099 --na-- --na-- -na-- 450.6099 451.24 N-036 N-035 452.8299 -na-- -na-- --na-- 452.8299 452.98 N-037 N-036 456.3148 --na-- --na-- --na-- 453.9 453.8 N-039 N-037 454.3999 --na-- --na- --na-- 454.37 454.27 N-040 N-039 457.1399 --na-- --na- -na- 457.12 457.02 N-041 N-040 461.6094 -na-- -na- --na-- 459.4 459.3 N-043 N-041 459.5599 --na-- --na- -na-- 459.5599 459.71 N-044 N-043 466.8998 --na-- -na-- --na-- 466.8998 467.86 i Table B.14. Hydrograph Routing -West Basin -50-Year Storm ROUTEHYD � THRU (Existing West] USING TYPEIA AND [50 yrJ NOTZERO ACTUAL Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd --- ac cfs cfs ratio ft -- ft/s ft/s ------------ D-021 2.9 1.5685 215.99 0.01 0.4833 X-Sect 3.9215 ---- w-001 D-020 2.9 1_5683 75.0242 0.02 0.4722 X-Sect 3.4853 -_-- P-016 19.2 8.0999 10.5228 0.77 0.6581 12" Diam 14.7787 13.398 w-002 D-019 19.2 8.089fi 212.76 0.04 0.9912 X-Sect 5.4469 --- D-018 21_1 8.8435 251.93 0.04 0.4372 X-Sect 8.1008 ----- ex west P-015 21.1 8.8417 7.7298 1.14 -1 12" Diam 1.1439 9.8418 D-017 21.1 8.8407 138.18 0.06 0.6463 X-Sect 4.8603 -- D-016 21.1 8.8404 452.04 0.02 0.4384 X-Sect 7.156 ---- P-014 22.3 9.434 7.9881 1.18 -1 12" Diam 1.181 10.1708 w-003 D-015 22.3 9.4262 160.64 0_06 0.7412 X-Sect 5.1673 --- D-014 22.3 9.4257 200 Q.05 0.9425 X-Sect 5.6454 ----- P-013 22.3 9.4245 10.6228 0.89 0.7329 12" Diam 152781 13.5253 D-012 22.3 9.4224 290.67 O.Q3 0.9301 X-Sect 6.2809 ----- D-011 22.3 9.4204 320.43 0.03 0.6154 X-Sect 5.6241 ---- D-010 25.5 10.8663 1040.88 0.01 0.8595 X-Sect 8.0101 --- w-004 P-012 25.5 10_8659 7.0631 1.54 -1 12" Diam 1.5384 8.9931 P-011 25.5 10.8622 6.9402 1.57 -1 12" Diam 1.5651 8.8365 P-010 25.5 10.8581 8.217 1.32 -1 12" Diam 1.3214 10.4623 ' P-009 25.5 10.8544 7.6431 1.42 -1 12" Diam 1.4201 9.7315 P-008A 27.7 11.9326 4.8684 2.45 -1 12" Diam 2.4511 6.1986 w-005 P-008 31.5 13.5621 6:8722 1.97 -1 12" Diam 1.9735 8.75 w-006 P-007 31.5 13.5297 6.4104 2.11 -1 12" Diam 2.1106 8.162 I P-006 31.5 13.5123 7.4569 1.81 -1 12" Diam 1.8121 9.4945 P-005 39.3 17.0801 9.9629 1.71 -1 12" Diam 1.7144 12.6852 w-007 P-004 39.3 17.0634 7.7824 2.19 -1 12" Diam 2.1926 9.9088 D-009 39.3 17.0568 93.993 0.18 1_0185 X-Sect 3.7809 ---- D-008 39_3 17.0564 112.96 0.15 0.6858 X-Sect 8_366 - P-003 39.3 17.0509 6.2952 2.71 -1 12" Diam 2.7086 8.0153 D-007 39.3 17.0435 107.57 0.16 0.8816 X-Sect 5.1838 ---- D-006 39_3 17.0432 964.56 0.02 0.5748 X-Sect 10.4477 ----- � P-OQ2 39_3 17.0355 6.1462 2.77 -1 12" Diam 2_7717 7.8256 D-005 39.3 17.0353 -- 0 0.915 X-Sect 5.9032 - ' D-004 39.3 17.0172 44.3354 0.38 0.8642 X-Sect 6.4254 - � D-003 39.3 16.9961 313.41 0.05 0.8428 X-Sect 5.9539 --- ! D-002 39.3 16.9427 770.99 0.02 0.7591 X-Sect 1.9232 -- D-001 39.3 16.9424 146.32 0.12 0_6369 X-Sect 9.8817 ----- � P-001 48.3 19.3916 8.2043 2.36 -1 12" Diam 2.3636 10.4461 w-008 I -- - Rch App Bend Junct HW Max EI/ - --- Loss Head Loss Loss Elev Rim EI From Nod To Node ft ft ft ft ft ft N-001 373.66 N-002 N-001 421.1453 -na-- -na-- --na-- 380.5 380.4 N-003 N-002 381.1 -na-- -na- --na- 380.43 380.33 N-004 N-003 382.8899 -na- --na-- --na- 382_3 382.2 N-005 N-004 390.6621 -na-- -na-- --na- 390.35 390.25 .� __ --� � N-006 N-005 398.8499 --na-- --na-- --na-- 398.78 398.68 N-007 N-006 398.1499 --na-- --na-- --na-- 398.1499 398.68 N-008 N-007 414.7916 --na-- --na-- --na-- 399.4 399.3 N-010 N-008 400.3799 --na-- --na-- --na-- 399.4 399.3 N-011 N-010 400.5191 --na-- --na-- --na-- 400.32 400.22 N-012 N-011 405.0781 --na-- --na-- --na-- 401_7 401.6 N-014 N-012 401.9299 --na-- --na-- --na-- 401.9 401.8 N-015 N-014 402.4099 -na-- --na-- --na-- 402.4099 402.6 N-016 N-015 426.8611 7.3437 0.0665 ------ 406.11 406_01 N-017 N-016 419.1824 4.5962 0.0595 ----- 406.41 406.31 N-018 N-017 419.3115 4.6079 0.0181 ----- 40824 408.14 N-019 N-018 434.3575 ---- ----- ----- 413.82 413.72 N-019A N-019 443.3864 3.5843 0.0268 -- 420.78 420_68 N-020 N-019A 427.4875 ---- ----- ---- 422.6 422.5 N-021 N-020 440.1545 2.9679 0.0325 ----- 429.95 429.85 N-022 N-021 44Q.8607 2.9701 0.0115 ----- 434.1 434 N-023 N-022 4442857 2.9721 0.0107 ------ 436.69 436.59 N-Q24 N-023 444.2004 --na- --na- --na-- 438.3 438.2 N-025 N-024 438.6899 --na-- --na-- --na-- 438.6899 438.9 N-026 N-025 441.4899 -na- --na-- --na-- 441.4899 441.52 N-028 N-026 445.3998 --na- --na-- --na- 444.92 444.82 N-029 N-028 450.8166 --na-- --na-- --na-- 446.3 446.2 N-031 N-029 446.47 -na- --na-- --na-- 446.47 446.47 N-032 N-031 448.3599 --na- --na-- -na- 448.3599 449.01 N-033 N-032 453.324 -na- --na-- -na-- 450.2 450.1 N-035 N-033 450.6099 --na-- --na-- -na- 450.6099 451.24 N-036 N-035 452.8299 -na-- --na- --na- 452.8299 452.98 N-037 N-036 457.129 --na-- --na- -na-- 453.9 453.8 N-039 N-037 454.3999 --na-- --na-- --na-- 454.37 454.27 N-040 N-039 457.1399 --na- --na-- --na- 457.12 457.02 N-041 N-040 462.4097 --na-- --na-- --na-- 459.4 459.3 N-043 N-041 459.5599 --na-- --na-- --na-- 459.5599 459.71 N-044 N-043 466.8998 --na-- --na- -na- 466.8998 467.86 � � � Table B.11. Hydrograph Routing -West Basin - 100-Year Storm ROUTEHYD [J THRU [Existing WestJ USING TYPEIA AND [100 yr) NOTZERG ACTUAL Reach Area Flow Full Q % Full nDepth Size nVet Nel CBasin / Hyd ----- ac cfs cfs ratio ft --- ft/s ftls ------------ D-021 2.9 1.7191 215.99 0_01 0.50Q2 X-Sect 4.0124 ---- w-001 D-020 2.9 1_7188 75.0242 0.02 0.4887 X-Sect 3.5662 ----- P-016 19.2 8.9147 10.5228 0.85 0.7064 12" Diam 15.0315 13.398 w-002 D-019 19.2 8.8982 212.76 0.04 1.0272 X-Sect 5.5783 -- D-018 21.1 9.7341 251.93 0_04 0.4611 X-Sect 8.3334 ---- ex west P-015 21.1 9.7323 7.7298 126 -1 12" Diam 1.2591 9.8418 D-017 21.1 9.7313 138.18 0.07 0.6809 X-Sect 4.9949 -- D-016 21.1 9.7309 452.04 0.02 0.4605 X-Sect 7.3672 ----- P-014 22.3 10.3918 7.9881 1.3 -1 12" Diam 1.3009 10.1708 w-003 D-015 22.3 10.3745 160.64 0.06 0.7757 X-Sect 5.3102 ----- D-014 22.3 10.3736 200 0_05 0.977 X-Sect 5.7823 - P-013 22.3 10.3718 10.6228 0.98 0.7991 12" Diam 15.4151 13.5253 D-012 22.3 10.3694 290.67 0.04 0.9642 X-Sect 6_4331 ---- D-011 22.3 10.3672 320.43 0.03 0.6459 X-Sect 5.7856 -- D-010 25.5 11.9547 1040.88 0.01 0.8908 X-Sect 8.2036 -- w-004 P-012 25.5 11.9546 7.0631 1.69 -1 12" Diam 1.6925 8.9931 P-011 25.5 11.9518 6.9402 1.72 -1 12" Diam 1.7221 8.8365 P-010 25.5 11.9391 8.217 1.45 -1 12" Diam 1.453 10.4623 P-009 25.5 11.8994 7.6431 1.56 -1 12" Diam 1.5569 9.7315 P-008A 27.7 13.0768 4_8684 2.69 -1 12" Diam 2.6861 6.1986 w-005 P-008 31.5 14.8216 6.8722 2.16 -1 12" Diam 2.1567 8.75 w-006 P-007 31.5 14.7641 6.4104 2.3 -1 12" Diam 2.3031 8.162 P-006 31.5 14.7397 7.45fi9 1.98 -1 12"Diam 1.9766 9.4945 P-005 39.3 18.6376 9_9629 1.87 -1 12" Diam 1.8707 12.6852 w-007 P-004 39.3 18_6131 7.7824 2.39 -1 12" Diam 2.3917 9_9088 D-009 39.3 18.6037 93.993 0.2 1.0612 X-Sect 3.8828 -- D-008 39.3 18.6034 112.96 0.16 0.7161 X-Sect 8.5744 ---- P-003 39.3 18.5959 6.2952 2.95 -1 12" Diam 2.954 8.0153 D-007 39.3 18.5866 107.57 0.17 0.9214 X-Sect 5.3133 ----- D-006 39.3 18.58fi3 964.56 0.02 0.5938 X-Seci 10.6766 ----- P-002 39_3 18.5762 6.1462 3.02 -1 12" Diam 3.0224 7.8256 D-005 39.3 18.576 --- 0 0.915 X-Sect 6.4371 ----- D-004 39.3 18.5514 44.3354 0.42 0.9012 X-Sect 6.5778 ---- D-003 39.3 18.5234 313.41 0.06 0.8774 X-Sect 6.1089 -- D-002 39.3 18.4536 770.99 0.02 0.7682 X-Sect 1.9897 ---- D-001 39.3 18.4532 146.32 0.13 0.6611 X-Seci 10.141 ---- P-001 48.3 21.1994 8.2043 2.58 -1 12" Diam 2.5839 10.4461 w-008 ----- - Rch App Bend Jund HW Max EI/ - ----- Loss Head Loss Loss Elev Rim EI From Nod To Node ft ft ft ft ft ft N-001 373.66 N-002 N-001 430.4121 --na-- --na-- --na-- 380.5 380.4 N-003 N-002 381.0999 --na-- --na-- --na-- 380.43 380.33 N-004 N-003 382.8899 --na-- --na- --na- 382.3 382.2 N-005 N-004 390.6975 --na- --na-- --na- 390.35 39Q.25 � .� _ �- - N-006 N-005 398.8499 --na-- --na-- -na- 398.78 398.68 N-007 N-006 398.1499 --na-- --na-- --na- 398.1499 398.68 N-008 N-007 417.9379 --na-- --na-- --na-- 399.4 399.3 N-010 N-008 400.3799 --na-- -na-- --na-- 399.4 399.3 N-011 N-010 400.5711 --na-- --na-- --na-- 400.32 400.22 N-012 N-011 405.9302 --na-- --na-- --na-- 401.7 401.6 N-014 N-012 401.9299 --na-- --na-- --na- 401.9 401.8 N-015 N-014 402.4099 --na-- --na-- --na-- 402.4099 402.6 N-016 N-015 431.5039 8.7441 0.0791 ------ 406.11 406.01 N-017 N-016 421.6752 5.469 0.0707 ------ 406.41 406.31 N-018 N-017 421.7617 5.4872 0.0216 -- 40824 408.14 N-019 N-018 439.3409 ----- ------ ---- 413.82 413.72 N-019A N-019 449.133 4.3046 0.0322 -- 420.78 420.68 N-020 N-019A 428.8355 --- ----- ----- 422.6 422.5 N-021 N-020 443.6975 3.5882 0.0393 ---- 429_95 429.85 N-022 N-021 443.1411 3.59�9 0.0139 ----- 434.1 434 N-023 N-022 446.4317 3.5976 0.0129 ----- 436.69 436.59 N-024 N-023 445_7808 --na-- --na-- --na-- 438.3 438.2 N-025 N-024 438.6899 --na-- --na-- --na-- 438.6899 438.9 N-026 N-025 441.4899 --na-- --na-- --na- 441.4899 441.52 N-028 N-026 445.3998 --na-- --na-- -na-- 444.92 444.82 N-029 N-028 452.0266 --na- --na-- --na-- 446.3 446.2 N-031 N-029 446.47 --na- --na- --na- 446.47 446.47 N-432 N-031 448.3599 --na-- -na-- -na- 448.3599 449.01 N-033 N-032 454.3832 --na- -na- --na- 450.2 450.1 N-035 N-033 450.6099 --na- -na- --na-- 450.6099 451.24 N-036 N-035 452.8299 --na- --na-- -na- 452.8299 452.98 N-037 N-036 458.0387 -na-- -na-- -na-- 453.9 453.8 N-039 N-037 454.3999 --na-- --na-- --na-- 454.37 454.27 N-040 N-039 457.1399 -na- --na-- --na- 457.12 457.02 N-041 N-040 463.3042 -na- --na- -na- 459.4 459.3 N-043 N-041 459.5599 --na-- --na-- --na- 459.5599 459.71 N-044 N-043 466.8998 --na-- --na-- --na-- 466.8998 467.86 � Table 6.12. Hydrograph Routing -West Basin -Summary Table 2-Year 10-Year 25-Year 50-Year 100-Year Freeboard Freeboard Freeboard Free�oard Freeboard Reach ID From N ocle To Node ft ft ft ft ft I N-001 � P-001 N-002 N-001 Overtop Overtop Overtop Overtop Overtop � D-001 N-003 N-002 Overtop Overtop Overtop Overtop Overtop D-002 N-004 N-003 Overtop Overtop Overtop Overtop Overtop D-003 N-005 N-004 0.37 Overtop Overtop Overtop Overtop D-004 N-006 N-005 0.30 Overtop Overtop Overtop Overtop D-005 N-007 N-006 0.91 0.53 0.53 0.53 0.53 P-002 N-008 N-007 Overtop Overtop Overtop Overtop Overtop D-006 N-010 N-008 Overtop Overtop Overtop Overtop Overtop D-007 N-011 N-010 Overtop Overtop Overtop Overtop Overtop P-003 N-012 N-011 Overtop Overtop Overtop Overtop Overtop D-008 N-014 N-012 Overtop Overtop Overtop Overtop Overtop D-009 N-015 N-014 0.19 0.19 0.19 Q_19 0.19 P-004 N-016 N-015 0.11 Overtop Overtop Overtop Overtop P-005 N-017 N-016 Overtop Overtop Ove�top Overtop Overtop P-006 N-018 N-017 0.49 Ovectop Overtop Overtop Overtop P-007 N-019 N-018 2.57 Overtop Overtop Overtop Overtop P-008 N-019A N-019 1.39 Overtop Overtop Overtop Overtop P-008A N-020 N-019A 2.40 Overtop Overtop Overtop Overtop P-009 N-021 N-020 1.40 Overtop Overtop Overtop Overtop P-010 N-O22 N-021 3.38 3.60 Overtop Overtop Overtop P-011 N-023 N-022 1.04 Overtop Overtop Overtop Overtop P-012 N-024 N-023 0.96 Overtop Overtop Ove�top Overtop D-010 N-025 N-024 1.27 0.21 0_21 0.21 0.21 D-011 N-026 N-025 1.09 0.03 0.03 0.03 0.03 D-012 N-028 N-026 0.48 Overtop Overtop Overtop Overtop ' P-013 N-029 N-028 0.44 Overtop Overtop OveRop Overtop ' D-014 N-031 N-029 0.54 0_00 0.00 0.00 0.00 D-015 N-032 N-031 1.19 0.65 Q.65 0.65 0.65 � P-014 N-033 N-032 1.11 Overtop Ove�top Overtop Overtop I� D-016 N-035 N-033 1.84 0.63 0.63 0.63 Q.63 D-017 N-036 N-035 1.36 0.15 0.15 0.1� Q.15 P-015 N-037 N-036 1.23 Overtop Overtop Overtop Overtop D-018 N-039 N-037 1.20 Overtop Overtop Overtop Overtop D-019 N-040 N-039 1.19 Overtop Overtop Overtop Gvertop P-016 N-041 N-040 0.61 Overtop Overtop Overtop Overtop D-020 N-043 N-041 0.86 0.15 0_15 0.15 0.15 D-021 N-044 N-043 1.67 0.96 0.96 0.96 0.96 J �1 , , . � Subsurface Exploration . . � . ' and Preliminary Geotechnical Engineering Report � . � _ EVENDELL PRELIMINARY PLAT ' � �.King County, Washington ' , . ; Prepared for � � - U.S. Land Development Associates � - , � Project No. KEL11617A � ' _ . November 16, 2001 ' � , Associated Eartfi Sciences , Inc. � � � � � November 16, 2001 Project No. KE01617A � U.S. Land Development Associates c/o Centurion Development Services 226.17 8`� Drive SE Bothell, Washington 98021 _ Attention: Mr. Mike Romano Subject: Subsurface Ezploration and � - Preliminary Geotechnical Engineering Report , � _ Evendell Preliminary Plat � - SE Renton-Issaquah Road (SR 900) and 148'�Avenue SE , King County, Washington Dear Mr. Romano: , We are pleased to present the enclosed copies of the above-referenced report. This report� � summarizes the results of our subsurface exploration and geotechnical engineering study, and offers preliminary recommendations for design and development of the proposed pro}ect. We have enjoyed working with you on "this study and are confident that the recorrimendations presented in this report will aid in a successful completion of your project. .If you should have any questions or if we can be of additional help to you, please do not hesitate to calI. Sincerely, , ASSOCIATED EARTH SCIENCES, INC. Kirklaod, Washington Bruce L. Blyton, . . � Principal Engineer BI�!da-KFAI617,11-Projccts�200161�1KEtWP-W'_K � 91 I Fihh Avenue.Suite 100• KirkJand.WA 98033 • Phone 425 827-?701 • fax 925 827-5924 ' SUBSURFACE EXPLORATION AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT EVENDE�L PRELIMINARY PLAT King County, Washington Prepared for: U.S. Land Development Associates c/o Centurion Development Services 22617 8`� Drive SE Bothell, Washington 98021 Prepared by: Associated Earth Sciences, Inc. 911 5`� Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 November 16, 2001 Project No. KE01617A I Subsurface Erploration and Evendell Preliminary Plat Preliminary Geotechnical6ngineering Repon King County, Washington Project and Site Conditrons I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration and preliminary geotechnical , engineering study for the proposed Evendell Preliminary Plat located at the intersection of SE ' 136`� Street and 160�' Avenue SE in King County, Washington (Figure 1). The approximate ' locations of the explorations completed for this study are presented on the Site and Exploration ' Plan, Figure 2. '' l.l Purpose and Scope The purpose of this study was to provide subsurface data to be used in the preliminary design and development of the above-mentioned project. Our study included reviewing available geologic literature, excavating exploration pits, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface soils and shallow ground water conditions. Geotechnical engineering studies were also conducted to determine the type of suitable foundation, allowable bearing pressures, anticipated settlements, floor support recommendations, and drainage considerations. This report summarizes our current fieldwork and offers development recommendations based on our present understanding of the , project. , 1.2 Authorization I' Authorization to proceed with this study was granted by Mr. Mike Romano of Centurion �� Development Services on behalf of U.S. Land Development Associates. Our study was % accomplished in general acc�rdance with our scepe of �=�ork letter dated September 24, 2001. '�, This report has been prepared for the exclusive use of U.S. Land Development Associates and � their agents, for specific application to this project. Within the limitations of scope, schedule, � and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranry, express or implied, is made. � 2.0 PROJECT AND SITE DESCRIPTION Our understanding of the proposed project is based on our discussions with Centurion Development Services, and on a plan sheet titled Plat of Evendell, dated May 20, 2001. The proposed project would include construction of a new plat. The new plat would include 75 new detached, single-family home sites, a recreation tract, two surface water detention tracts, and an existing area tbat has been identified as a wetland area that will remain. New paved November 16. 2001 ASSOCIATED EARTN SCIENCES, INC. ,i1,�lAt/Qa-F;EO761 i.41-?�o�erts�:0016I7lKFll4'P- lV?K �c1�t; 1 Subsurface Fxploration and Evendell Preliminary Pfat Preliminary Geotechnical Bngineering Report King County, Washington Project and Site Conditions access roads, buried utilities, and other typical improvements are also planned. At the time this report was prepared, no grading plans were available; however, we assume that most of the project will be built near existing grades, without large excavation cuts or structural fills: . Preluninary plat plans call for an open detention pond in the south detention tract, and a buried detention vault in the west detention tract. The project site is irregularly shaped, and approximately 12.4 acres in total area. The site is bordered to the north by SE 136`� Street, to the west by 160`� Avenue SE, and to the south and west by existing residential development. Overall vertical relief across the site is on the order of 35 feet, and areas in excess of 15 percent slope are not present, based on topographic information on the previously referenced plan sheet. No surface water was observed on site during our subsurface exploration. At the time of our fieId study, site vegetation consisted of mature evergreen and deciduous trees, with moderately dense undergrowth, pasture on the west and south parts of the site, and landscaping around the existing house on the north central part of the site. A wetland, mapped by others, was located in the northeast corner of the site. Existing site development included a home with outbuildings on the north central part of the site, a fenced pasture and several outbuildings on the west part of the site, and a fenced pasture on the south edge of the site. The existing house on the north central part of the site has an existing septic drainfield southwest of the house. 3.0 SUBSURFACE EXPLORATION Our field study included excavating 12 exploration pits to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. Our explorations were approximatei_y locate� in the field by �i measuring from known site features shown on the previously referenced site plan. ' The conclusions and recommendations presented in this report are based on the 12 exploration pits completed for this study. The number, location, and depth of the explorations were completed within site and hudgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It shou[d be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. Existing fill should be expected around the existing buildings and drainfield. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. November 16, 2001 ASSOCIATED EARTH SCIENCES. lNC. ,tfAMlda-KE01617.ii-Projecu�'L�D16/TKE�L�P-w_'K Page 2 Subsurface Exploration and Evendell Preliminary Plat Prelimtnary Geotechnical Engineering Report King Courrry, Washing[on Project and Site Conditions 3.1 Exploration Pits Exploration pits were excavated with a track-mounted backhoe. The pits pernlitted direct, visual observation of subsurface conditions. Materials encountered in [he exploration pits were studied and classified in the field by a geologist from our firm. All exploration pits were backfilled 'unmediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions on the parcel were inferred from the field explorations accomplished for this study and a visual reconnaissance of the site. As shown on the field logs, the exploration holes generally encountered medium dense grading to very dense, silty sand with gravel ' interpreted as lodgment till. Topsoil thickness observed in our exploration pits varied from a �' minimum of approximately 0_5 foot to 1.2 feet. 4.1 Stratigraphy Natural soiIs observed in our exploration pits consisted of silty sand with gravel, trace cobbles, and trace boulders interpreted as lodgment till. The till was observed to be Ioose to medium dense at the ground surface, and progressively more dense with increasing depth below the ground surface. The till was typically dense to very dense below approximately 5 feet in depth. The color of the till soils typically graded from brown near the ground sur�ace, to mottled gray at a depth of 2 feet to 5 feet, to gray below approximately 5 feet. Lodgment till was deposited at the base of an active continental glacier, and was compacted by the weight of the overlying glacial ice. Till typically has high strength and low compressibility characteristics, and is considered suitable for structuraI support with proper preparation. Till sediments rypically contain a significant amount of silt, and are considered moisture sensitive. Moisture sensitive soils are prone to disturbance when wet, and typically perform best in construction applications when dry site and weather conditions prevail. Our interpretations of subsurface conditions are consistent with published information sources, as represented by the Washington State Department of Water Resources Water Supply Bulletin 28, Plate 1, Geologic Map of Southwestern King County, Washington. This map indicates that the site is underlain by lodgement till. Although not encountered in our exploration pits, disturbed/fill soil is present, adjacent to the existing structures on the site and around any underground utilities. This non-structural fill is not consiciered [o be suitable for foundation support. tVote�itl�er I6, 2001 :4SSOC1.9TF_D F_,4RTH SCIE;4'CES, 1,'�'C. �N,�i:if!Ga-KEUl61��! -Pro/e�!si_'GOl6lTKEIW?- A-^_.k' �i.��e 3 Subsurface Frploration and Evendel!Preliminary Plat Preliminary Geotechnical Engineering Report King Counry, «'ashington Project and Site Conditions 4.2 Hydrology Ground water seepage was encountered in exploration pit EP-8 near the interface between weathered till and till sediments. Wet soil conditions were also observed in exploration pit EP- 12 near the interface between weathered till and till sediments at a depth of 8 feet, though no free ground water was observed. The observed ground water conditions are interpreted to represent a perched ground water condition where vertical infiltration of surface water is impeded by lower permeability soils a[ depths. Ground water conditions should be expected to vary with changes in season, weather, on- and off-site land usage, and other factors. November 16, 20�01 ASSOClATED EAIZTH SCIENCES, INC. ,N.LN/Gn-KE01617A1-Projeast30ip16171KElWP-Llr'K Page 4 Subsurface Exploration and Evendell Preliminary Plat Preliminary Geotechnical Engineering Report King County, Washington Design Recommendations II. DESIGN RECOII�IlV�NDATIONS 5.0 INTRODUCTION Our exploration indicates that from a geotechnical standpoint, the parcel is suitable for the proposed development provided the recommendations contained herein are properly followed. The bearing stratum of dense lodgement till is located at approximately 1 foot to 2 feet below existing grades. Conventional spread footing foundations that bear on the medium dense lodgement till may be used for building support. 6.0 EROSION HAZARDS AND MITIGATION To mitigate and reduce the erosion hazard potential and off-site soil transport, we recommend the following: 1) AIl storm water from impermeable surfaces should be tightlined into approved storm water drainage systems or temporary storage. 2) Silt fences should be placed along the lower elevations of cleared and disturbed areas on the site. 3) Construction should proceed during the drier periods of the year or temporary erosion and sediment control plans should be developed if construction is to proceed during the winter months. Disturbed areas should be revegetated as soon as possible. 4) Soils that are to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of hay bales/silt fences. 7.0 SITE PREPARATION Old foundations presently on the site that are under building areas or not part of future plans should be removed. Any buried utilities should be removed or relocated if they are under building areas. The resulting depressions should be backfilled with structural fill as discussed under the Structural Fill section. Site preparation of planned buiiding and road areas should include removal of all trees, brush, debris, and any other deleterious material. Additionally, the upper organic topsoil and any fill November 16, 2001 ASSOCIATED EARTN SCIEiVCES, INC_ SfA.bf/do-KEOI617A!-Pro1rasL'GOl61TKElta'P-}Y1K Page 5 Subsurface Exploration and Evendell Preliminary Plat Preliminary Geotechnical Engineering Report King Counry, Washington Design Recommendations soils, if encountered, should be removed and any remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations, should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Since the density and moisture content of the soil at the site are variable, random loose or wet ' pockets may exist, and the depth and extent of stripping can, therefore, be best determined in the field by the geotechnical engineer. Stripping depths are expected to be on the order of 1 foot, but are expected to vary locally. We recommend that building and roadway areas be proof-rolled with a loaded, tandem-axle dump truck to identify any soft spots. Soft areas should be overexcavated and backfilled with structural fill. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate ; that temporary, unsupported cut slopes in the till sediments can be planned at a maximum slope ' of 1H:1V (Horizontal:Vertical). As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, �I WISHA/OSHA regulations should be followed at all times. ', 8.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type, and placement and compaction of materials as discussed in this section. If a percentage of compaction is specified under ano[her section of this report, the value given in that section should be used. Construction plans are preliminary at this stage and do not include site grading information or building footprint locations. However, placement of structural fill may be necessary in order to achieve the desired site grades in some areas. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in building areas or areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted before allowing the subgrade to dry/drain adequately. After recompaction of the exposed ground is tested and approved, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to at least 95 percent of ASTM:D 1557 as the standard. Organic topsoiI is not considered suitable for use as structural fill. Lodgement till soils may be used as structural fill if properly November 16. 2P01 ASSOCIATED EARTH SCIENCES, lNC. .NAM/da-KEO1617.1!-Projrrrsi70Q161TKE�WP-W'K Page 6 _ ___ __ ' I Subsurface Exploration and , Evendell Preliminary Plat Preliminary Geotechnical Engineering Reporr I King Counry, Washington Design Recommendations handled and moisture conditioned. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with applicable municipal codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping down at an angle of 2H:1V. The contractor should note that any proposed fill soils should be evaluated by Associated Earth Sciences, Inc. (AESn prior to their use in fills. This would require that we have a sample of the materia172 hours in advance of filling activities to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve} is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Virtually all of the on-site soils are classified as moisture-sensitive, and were judged to be at or above optimum moisture for compaction. Thus, they should be considered suitable for reuse as structural fiIl only for dry weather and dry subgrade conditions. In addition, construction equipment traversing the till soils when wet can cause considerable disturbance. If fill is placed during wet weather above the till subgrades or if proper compaction cannot be obtained in these areas, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill cousists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filIing progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformiry or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. 9.Q FOUNDATIONS Spread footings may be used for building support when founded directly on structural fill pIaced as previously discussed or on medium dense to very dense, lodgement till soils. We recommend that an allowable bearing pressure of 2,000 pounds per square foot (ps� be used for design purposes, including both dead and live loads, for footings placed on till or approved structural fill placed as discussed above_ An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. All footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic, non-structural fill, or soft/loose soils. Footings should have a minimum width of 14 inches for 1-story structures, with 2 inches of width added for each additional story. November 16, 2001 ASSOCIATED EARTN SCIE,'VCES, /NC. MAM/Av-XEO1617.11-Pro�ecrsl?00l617�KEIWP-11^_K Page 7 Subsurface Exploration and Evendel! Preliminary Plat Preliminary GeotechnicQl Engineering Repon King County, Washington Design Recommendarions The area bound by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.SH:1 V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of 1 inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided as discussed under the section on Drainnge Considerations. 10.0 FLOOR SUPPORT A slab-on-grade floor may be constructed directiy on structural fill or medium dense, natural ground. Areas of slab subgrade that are disturbed (loosened) during construction should be compacted to a non-yielding condition. Where moisture migration through the floor slab is to be controlled, such as in occupied portions of the house, the floor should be cast atop a capillary break. The capillary break layer should consist of 4 inches of washed pea gravel covered with a polyethylene plastic vapor barrier. Based on American Concrete Institute recommendations, we also suggest placing a 2- to 3-inch layer of clean sand over the vapor barrier to protect the vapor barrier and to allow some moisture loss through the bottom of the slab to aid in the curing process. Sand should be used to aid in the fine-grading process of the subgrade to provide uniform support under the slabs. 11.0 DR.AINAGE CONSIDERATIONS Traffic across the site soils when they are moist or wet will result in disturbance of the o[herwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide drainage and subgrade protection, as necessary. All perimeter foo[ing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations 'in the pipe should be set approximately 2 inches below the bottom of the footing. The drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades November 16, 2001 ASSOCIATED EARTH SC!£NCES, /NC. MAhf/da-KED/617A!-Projccrs�'G7f6171KE1WP-41^_K Page 8 Sul�surface Exploration and Evendell Preliminary Plat Preliminary Geotechnical Engineering Report King Counry, Washington Design Recommendations adjacent to walls should be sloped downward away frorn the structure to achieve surface drainage. 12.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been fmalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly _ interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to cail. Sincerely, ASSOCIATED EARTH SCIENCES, INC. �Gfc B L yT Kirkland, Washington �4-�dF w�HitiC p� ,�_ ,�� ,� �` Z 1 _, 1 �� G RF�J�KtQ ,�JS �� ` �Gti,�1.F'�U '�� -4 EF°'°E= 513 0�l �----- Melissa A_ agnuson, P.E. Bruce L. Blyton, P.E. Senior Staff Engineer Principal Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs November 16, 2001 ASSOCIATED E.9R7N SCIE�VCES, INC. MAM/da-KE01617,11-Projectsi?Q716lTKEIWP-W_'K Page 9 i .{_._ . � ,, �,.: ,., . _ � �, � , �v. .��5 �.� � � -�-�� -�-�` � /`t"�I - 1 I ,';. ' �- �',.,\� ,�,\�. � . .��:,`�,, �V \ � �� ' `,v�;.�� `\\\�� "� � `; ,,, I , �. . ° `.,c�aU�oid ; (1 � ,��`J _ ',^� "'� . �\\\ .\ ' �= . . ti`, �I . 1 , � � Pat ;�'; i t'�}C � �'�'�•��•:�`' \\� ` .. � .\ � � �, . • .. . . -�i'' ' , �' `� •. � ''�� 1\'' � �� J __�`^ . .. � . . . . . , ' ' ,• • ,-`� � � � , � � • Par , ' '11� \ \`.\ , `.�.i 'LJ�( _ ., . \ � � l r .,� � 1 \\ J i. ` � . _ �\ �� .\� ��1.•�� I� y � .1— .. `'` ' ` `' ,� : ' � J `�\ _ � ',` _ j , �•J I '.1,\'`� �,: .,\�� .. � '.�`i : � �'�\ k '� , �\� � ; ` i� i i \ �.'�\ ,\; � ,1�, \��,� r` � � �',�� l _ .' i . .� C.N��, � ,`;' � .�;I, .,'v�' ��\: '� � \\\;�`, �\��\:�:� ��. 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J. .:. �� , � �l�i i 1 �'`' / 1 \�I��` r� � l �L-r \" )�' -`'v„ � _., �� , `� .�.. �. , .../� '1��.�':�� / l ' _; � �, y), � ; �� '��1 '_ � �i� _` � . � � �:.\.�'. . i c�fcc^� ��. /i��lFi,tiY�� =( .��.\.� 1'�.�/.1.i�� . ;II. \_ o � Vz 1 MIIE 0 IOOOFFF7 O�SO�T�, IOOOm dZ�O:9 � Pnnled from TOP01 01998 Wdd(lower Pmductions(www.lopo.com) � ' u n � m Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 9 m � � � � � EVENDEL� PRELIMINARY PLAT DATE tvo� " KING COUNTY, WASHINGTOfV PROJ.NO. KE01617A 0 �o °`� R_ 4 R- a �, �� ° �, o� o`� oti o` o��o 20" 90 90 26 90 6 o_ � z � �-�o� � a a � � � 60_ ,� aa a4 �a ., - o 0 90' 90' 90' 95' 87' ' � , Q c �n �5' F�• � Yl � f � � ��-�� Y � �5 95 . 90• 90' 90' 99' 86 OQ�N O0�'\ � EP'� � J n V 1� v 4/ � J� � V!, � C0h 10.T' 103' t OJ' O �,.,.,�... 6t' 9 b'r l�ml[)]D*P�G�l) � �(1 91iKI Nla " T� aa m-.�an 5' � n .� .a� �mv m�a.�amo 0 na m�-amo o�a�s mnq 75� N t � � 55� �• �p' V � � �� BS' < � � 4�2 � 41 � 40m2 � m � ,°' � R � 19 � a � � 70 89' 89' 89' 89� . '7 'O m '` � �m I 4 � 95� �O�O 92' 89' 89' 13 .e• �o'- � 3Z n t7 a a5' a5' 45" '^ N� � � R-4 �9� � �� 30 � �?- 4 9 ' � 0 14 SO:r 7a � 31 . 12 43 42 � +� � ^� 71 g5' 20' 36 97' ys• ,o PFNATE ��CCESS H 92� n. u5E r �r .E. 90� E ��. ��o�.�,,. �9' a9' TwGi �o � EP-4 � �6 rnrcr�a 95' B�� N � o � - � �� r � � �o � o lt0' : 1a �*' r rn at• zos' !A n .�.� - o RECREATION �RACT 'K' .Cn HiL 47' a7' � Ia,868 Si Gn �� 9fi' ' 90' . ?05' I74 51 10 ` i9' \ � o � � �$ �\ 1 � tia � � � �- I" , ' ��' ; �-- ,� O�� , 79' ��.uD _ i ' . �� D p,� .�'.EC� { �: �`7 I � �. I �� J J� � O � I .`.0' r,i �� s5 •S � a5' a5 � �� .�� i ; � � i i ( i�' / /; �� 19 al 2A � 21 n� 22 al 23 pl 24 n � al 26 � I �� ' � ;�/' � � ' � � � . �°c ' ` ! '! � � ! i �� LEGEND � � �0' I 50' `0� f `0' I 50' 1 j �p• 1 - �� - 0 60 120 �,� � "�s'°'a" "'° EP-1 � Approximate location of expicration pft �t 3� �n-�, ac..cr-..., ;J �� o yr�n- :xsn v a �o+r a-,a�m�Y n r v�� n an�4r.n-�,._`v O .+ rw.cr*a-:»oo�;.r v�+.� � �m^a i-Iu-u.T� a al�fMb�:C�fdfWl�l��Dpl�llt$Wt'1i Associated Earth Scienczs, Inc. SITE AND EXPLORATION PLAN FIGURE 2 � � � � � EVENDFLL PREL!(v11NARY PLAT �ArE �iro� KING COUNTY, WASHINGTON PROJECT NO. KE01617A � � H W � � � ' °o' ° well-graded grave!and Terms Describing Relative Density and Consistency � �.�, � ravel with sand, fittie to ' � �o a o 0 9 Densi SPT�biwvs/foot � � LL o no fines �� Very Loose 0 to 4 LOose 4 to 10 > o m �°o�a Pooriy-�raded gravel Cxained Soiis µ�-�m Dense 10 tD 30 °' � �n �o°a° GA Test S bols � o 0 0° and gravel with sand, p�e 30 to 50 � � ° � �o°o o o 0 0 0 0 little to no fuies Very Dense >50 G =Grain S'¢e N �Z o 0 0, M =Moisture C.onbent 0 0 � Consistency SP7��blowslfoot A=Atterberg Limits z � o q q Sifty gravel and silty V�y� o to 2 DQ CD D c� o. t c „ GM grdvel wittl Sand Fme- Soft 2 to 4 K=Permeab�'�ty c m � LL 1� a Grained so8s �edium stitf a to S m � � .e �tf 8 tfl 15 � � p '� Cfayey gravel and very Stitf 15 ro 30 " � ~ GC ciayey g2ve!with Hard >30 � m S�"d Component DefinitIons Lo Well-graded sand and Descriptive Tertn Size Ranqe and Sieve Number . m � Syy sand with gravel,I'rme Boulders Larger man 12 ` � °' ' ta na fines � � m • Cobbles 3'to 1r � _ � � " '-'•'''•' GraveJ 3'tD No.4(4.75 rivn) " a m =�' ��' Pooriy-graded sand �� 3•to 3/a• a o , � ...:.-,-_ '- m V� r�.-. .••: SP and sand witt�gravel, F'me GraveJ 3/4'to No.4(4.75 mm) . m a Q little ta no fines c a Sand No.4(4.75 rmt)to No.200(0.075 mrn) � �z� Coarse Sand No_4(4.75 mm)to No.10(200 mm) m Silty sand and Med�um Sand No.t0(Z00 mm)Uo No.40(0.425 mm) m � m � SM siity sand witt7 Fme Sand No.40(0.425 mm)to No.200{OA75 mm) �j o a LL:.. : gravel ��d�, Smaller than No.200(OA75 mm) w � � sc Ciayey sand and (3)��mated PercEntage Moistvre Conterrt m ''' clayey sand with Absence oi moisture, � Per�entaqe by �Y- gravel Component WeiqM dusry,dry to the touch Sift, sandy Silt,gravelly sift, Trace <5 SbghUy Moist-Pesceprible m o ML sift with sand or grave! �"' S to io moisnue � � Little 15 to 25 Moist-Damp txh no visib�e in o L Wrth -No�t-prfrnary coarse wa[er � i° m Ctay of Irnv to medium ��= > 15% Very Moist-Water visible but a V � — o c=,' CL Plasticity;silty,sandy,of -F�nes�nterrt between nat free draining � q� ;ii� graveqy clay,IeaR clay 5%and 15,o W�-Y�sible iree water,usually � _J �/�- from belc�vr�rater table w a0 � — � � _ Organic ciay or silt of low Symbols m =, = oL plasticity Blows/6'or � — �F�� portion of 6' Cemeru groia o = TyP9 ' / uufaca se�! ^ Elastic silt,clayey silt,silt z0,OD 1 SamplerType a o � MH with micaCeous o! Split�poon ; OesaiPtion �� o diatomaceous fine sand or m ;� silt �P�� 3.0'OD Split-Spoon Sampler . •: �p�,,,� o m o � � 325'OD Split-Spoon Ring Sampler �.� = .= biar,�c casing u� �o C1ay of high plasticity. -: secdon � � ,�, BuUc sample � m � = CH sandy or gravelly ctay, fai 3.[T'OD Thin-WaA Tube 5ampler - �� '� v m �J clay with sand or gravel � (uiciuding Shelty tube) •.. •�x�P � c? — � Grab Sample '�w� p�c r. m in� ,j,�j � F1id caR � � � '�;;,� OrSanic clay or silt of Portion not rec�wred � � � -' i��i� OH medium !o hi5h c+) t4) o. �,,�� Percentage by dry weight Depth cf grcunchvater � �i�� plastiCity W 5tandard Penetration Tesi " ;, � ,� �� .� ATD =At time af dnlfing " �. `—' Peat,mucic and othet rs1 ��0-�� Sta6c•r+rater level(date) L � � In Genera!�+Cccxdarice with g m �,�o p7 hiGhty crganiC soils S��prac�ce for Descripbon �Cembined USCS symbois used for � =O and fderitificabon d Soils(�iM a2a8E) fines betwe�5%and 15% 0 � aas�Scadons of soil�in;his report are based on vnual field and/ot hbaamry ob�vatlore+.which indude denvtyl�terxy,rtx:nnve endition.qrain sas. d plasildry e3tlm.ates and should not be wruvucd to imply fleld or hboratory t�q iadesa 9r$sentad here�_VLsual-manual andlcr'.aboramry�assitSat�on aihods d ASTM G2487 artd Q-2488 wetn uaed as an idendM1cadon qtade for the UtuGed Sod C.assilfcatlon Sysiertt. E X � s E FtG11RE v - r ASSOCIATED �xplora�ion Log Key A-� h��EAR7?i SCIENCES,INC a LOG OF EXPLORATION PIT NO. EP-1 � This log is part of the report prepared by Associated Earth Sciences, Inc.(AESI)for the named project and should be L read togeiher with that repor�for comPlete interpretation_This summary applies only to the location of this Vench at the m time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Topsoii and Grass Weathered Till 1 Loose to medium dense, damp, reddish brown, SILTY fine SAND, little fine gravel. (SM) Til I 2 Medium dense to dense, damp, mottled gray, SILTY fine to coarse SAND,some fine to coarse gravel, trace cobbles. (SM) 3 4 � Becomes very dense and less mottled. (SM) 6 7 8 Bottom of exploration pit at depth 8 feet 9 No ground water seepage or caving. Elevation 467'. 10 11 12 13 14 15 16 17 18 19 0 0 � � Evendell Preliminary Plat � o King County, WA Z ? ASSOCIATEO project No. KE01617A ;� Logged by: BWG EARTH - � Approved by: $CIENCE8, �Ne'. November 2001 a r- U Y _ LOG OF EXPLORATtON PIT NO. EP-2 � This Iog is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be t read together with that report for complete interpreta6on.This summary appties only to the loca6on of this Vench at the � time of excavation.Subsurface condilions may change at this location with the passage of time.The data presented are o a simplfication of actual conditions encountered. DESCR1PTlON Topsoil and Forest Duff � Weathered Till Loose to medium dense, moist, reddish brown, SILTY fine to medium SAND, little fine gravel. (SM) I 2 Till �I 3 Medium dense to dense,damp, mottled gray, SILTY fine to coarse SAND, some fine to coarse I gravel, trace cobbles. (SM} 4 ' 5 Becomes very dense and less mottled. (SM) 6 7 8 9 Bottom of exploration pit at depth 9 feet �� No ground water seepage or caving. ElevaGon 465'. 11 12 13 14 15 16 17 18 t9 0 —=U ' 0 N �' Evendell Preliminary Plat � o King County, WA Z a ^ ASSOCIATEO pro ect No: KE01617A Logged by: BWG EARTH j � Approved by: SCIENCES� IN� November 2001 a �- v Y LOG OF EXPLORATION PIT NO. EP-3 � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be � read together with that report for complete interpretaUon.Thls summary applies only to the location of lhis Vench at the � time of excavation.Subsurface condibons may change at this IocaGon unth the passage of hme.The data presented are p a simplficaUon of actual conditions encountered. DESCRIPTION Topsoil and Forest Duff 1 Weathered Till Loose to medium dense, damp, reddish brown, SILTY fine SAND, trace fine gravel. {SM) 2 rn 3 Medium dense to dense, damp, mottled gray, S�LTY fine to coarse SAND, some fine to coarse gravel,few cobbles. (SM) 4 5 Grades to moist to wet(no free water)to bottom of exploration pit. 6 Grades to very dense and less mottled. (SM) 7 8 9 10 11 12 13 14 Bottom of exploration pit at depth 14(eet 15 No ground water seepage or caving. Elevation 458'. 16 17 18 19 �,,, ' s - 0 � Evendell Preliminary Plat g King County, WA d z ^ ABSOCIATE� project Na. KE01617A „ Logged by: BWG EARTH � Approved by: SCIENCES, 1NC November 2001 a r U Y __ ___ —_— — LOG OF EXPLORATION PIT NO. EP-4 � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be � read together with that report for compiete interpretadon.This summary applies only to the loca6on of lhis Uench at the � time of excavaUon.Subsurface conditions may change at this location with the passage of time.The data presented are p a simplfication of actual condiGons encountered. DESCRIPTION Topsoil and Forest Duff 1 Weathered Till 2 Loose to medium dense, moist, reddish brown, SILTY fine SAND, little fne gravel. (SM) 3 Till 4 Medium dense to dense, damp, mottled gray, SILTY fine to coarse SAND, little to some fine gravel. (SM) 5 6 Very dense, damp, gray, SILTY fine SAND, little fine gravel. (SM) 7 8 9 10 Bottom of exploratian pit at depth 10 feet 11 No ground Nrater seepage or caving. Elevation 464'. 12 13 14 15 16 17 18 19 o— �� ' 0 ' Evendell Preliminary Plat � o King County, WA Z � AS8OCIATE� Project No.- KE01617A ;� Logged by: BWG EARTH � Approved by: SCIENCE8. 11VC November 2001 a r- U Y __ '__ .._ ._ .. LOG OF EXPLORATION PtT NO. EP-5 � This fog is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be � read together with that repor�for complete interpretation.This summary applies only to the locafion of this trench at the � time of excavation.Subsurface conditions may change at this location v�nth the passage of time.The data presented are p a simplfiqtion of actual conditions encountered. DESCRIPTION Topsoil and Forest Duff � Weathered Till Loose to medium dense, damp, reddish brown, SILTY fine SAND, little fine gravel. (SM) 2 3 Till 4 Medium dense to dense, damp, mottled gray, SILTY fine to coarse SAND, some fine gravei. (SM) 5 Becomes very dense and gray. (SM) 6 7 8 9 Bottom of expioration pit at depth 9 feet 10 No ground water seepage or caving. Elevafion 468'. 11 12 13 14 15 16 17 18 19 �� o � 0 N ' Evendell Preliminary Plat a o King County, WA Z � ASSOCIATE� project No_ KE01617A ,� Logged by: BWG EAATH � Approved by SCIENCES� INC November 2001 a � u Y LOG OF EXPLORATION PIT NO. EP-6 � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be L read together with that report for complete interpretation.This summary applies only to the loca6on of this trench at the � [ime of excavation.Subsurface conditions may change at this IocaGon with the passage of Ume.The data presented are o a simpification of actual conditions encountered. DESCRIPTION Topsoil and Forest Duff � Weathered Tilt Loose to medium dense, damp, reddish brown, SILTY fine SAND, little fine gravel. (SM) 2 3 Ti II 4 Medium dense to dense, damp, mottled gray, SILTY fine SAND, little fine gravel, trace cobbles, trace boulders. (SM) 5 Becomes very dense and gray. (SM) 6 7 8 9 Bottom of exploraGon pit at depth 9 feet 10 No ground water seepage or qving. Elevation 474'. 11 12 13 14 15 16 17 18 19 s �,� 0 � ' Evendell Preliminary Plat > o King County, WA _ ^ A880CIATE� Project No. KE01617A � Lo99ed by: 8WG E�pT� M Approved by: SCIENCES. 11VC November 2001 a F- U Y LOG OF EXPLORATION PIT NO. EP-7 ' � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be � read together with that report for complete interpretation.This summary applies only to the location of this Vench at the � time of excava6on.Subsurface conditions may change at this location with the passage of time.The data presented are o a simpification of actual conditions encountered. '� DESCRIPTION Topsoil and Forest Duff 1 Weathered Till 2 Loose to medium dense, damp, reddish brown, SILTY fine SAND, some fine gravel_ (SM) Ti II 3 Medium dense to dense, damp, mottled gray, SILTY fine to coarse SAND, little to some fine to coarse gravel, trace cobbles. (SM) , 4 5 6 Becomes very dense and gray. (SM} 7 8 9 Bottom of exploration pit at depth 9 feet 10 No ground water seepage or qving. Elevation 473'. 11 12 13 14 15 16 17 18 19 0 �� 0 � '� Evendell Preliminary Plat � King County, WA ; z ? AS80CIATE� Project No. KE01617A � Logged by: BWG EARTH - � Approved by: SCIENCES, I�VC November 2001 a r- U Y � __ L�OG OF EXPLORATION PIT NO. EP-8 ; � This tog is part of the report prepared by Associated Earth Saences,Inc.(AESI)for the named project and should be � read together with that repor�for comPlete interprelaUon_This summary applies onfy to the loca6on of this trench at the � time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are p a simplfiqtion of actual conditions encountered. DESCRIPTION Topsoil and Forest Duff 1 Weathered Till 2 Loose to medium dense, moist, reddish brown, SILTY fine to medium SAND, little fine gravel. (SM) � 3 Till Medium dense to dense,wet, mottled gray, SILTY fine to coarse SAND, little to some fine gravel, i 4 trace cobbles. (SM) i 5 6 Becomes very dense and gray. (SM) 7 8 9 Bottom of exploration pit at depth 9 feet 10 Weak ground water seepage from 3'-6 developed after 1/2 hour. No caving. Elevation 476'. 11 12 13 14 15 16 17 18 19 ��^ o � 0 � � Evendell Preliminary Plat g King County, WA L � AS80CIATED project No. KE01617A Logged by BWG EAq'P� � Approved by: SCIEIVCE9, I�VC November 2001 a �- U Y LOG OF EXPLORATION PIT NO. EP-9 � This log is part of the repo�t prepared by Associated Earth Sciences, Inc.(AESI)for the named projecY and should be � read together with that report for complete interpretation.This summary applies oniy to the location of this trench at the 'i m time of excavation.Subsurface condifions may change at this bcation with the passage of hme.The data presented are o a simplficaGon of actual conditions encountered. DESCRIPTION Topsoil and Forest Duff � Weathered Till Loose to medium dense, damp, reddish brown, SILTY fine to medium SAND, trace fine gravel. 2 (SM) Til I 3 Medium dense to dense, damp, mottled gray, SILTY fine to coarse SAND with fine to coarse gravel, trace cobbles. (SM) 4 5 Grades to very dense and gray. (SM) 6 7 8 9 Bottom of exploration pit at depth 9 feet 10 No ground water seepage or qving. Elevation 482'. 11 12 13 14 15 16 17 18 19 0 �� 0 � Evendell Preliminary Plat � o King County, WA Z � ASSOCIATE� project No. KE016�7A ;� Logged by: BWG EARTH - � Approved by: SCIENCES, INC November 2001 a U Y LOG OF EXPLC)RATIOf� PIT NO. EP-10 � This log is part of the report prepared by Associated Earth Sciences,inc.(AESI)for the named project and should be ; � read together with that repo�t for complete interpretation.This summary applies only to lhe localion of this trench at the � Ume of excavatlon.Subsurface condi6ons may change at this location�nnth the passage of time.The data presented are � o a simpification of actual conditions encountered. DESCRIPTION Topsoil and Grass � Weathered Till Loose to medium dense, damp, reddish brown, SILTY fine to medium SAND, littie fine to coarse 2 gravel. (SM) 3 Till 4 Medium dense to dense, moist, mottled gray, SILTY fine to coarse SAND, some fine to coarse gravel. (SM) 5 6 7 Becomes very dense and gray. (SM) 8 9 Bottom of exploration pit at depth 9 feet 10 No ground water seepage or caving. Elevation 492'. 11 12 13 14 15 16 17 18 19 •,� � � � I �' Evendell Preliminary Plat � King County, WA , 0 ' AS90CIATE� Project No. KE01617A Logged by: BWG EAR�H I � Approved by: $CIENCES� INC November 2001 a I u � __ LOG OF EXPLORATION PIT NO. EP-11 � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be � read together with that repor�for comPlete interpretaGon.This summary aPplies only to the loca6on of this trench at the � 6me of excavation.Subsurface conditions may change at this focation with the passage of time.The data presented are ❑ a simpification of actual condi6ons encountered. DESCRIPTION Topsoil and Grass Weathered Till � Loose to medium dense, damp, reddish brown, SILTY fine SAND, little fine to coarse gravel. (SM) 2 3 Till 4 Medium dense to dense, moist, mottled gray, SILTY fine to coarse SAfVD with fine to coarse gravel, trace cobbles. (SM) 5 6 Grades to very dense and gray. {SM} 7 8 9 Bottom of exploration pit at depth 9 feet 10 No ground water seepage or caving. Elevation 488'. 11 12 13 14 15 16 17 18 19 s �� 0 N � Evendell Preliminary Plat � King County, WA � z ? AS80CIATE� Project No. KEa1617A � Logged by: BWG E�►I�'TH _ a Approved by: $CIEIVCES� �NC November 2001 � U Y LOG OF EXPLORATION PIT NO. EP-12 � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be L read together with that report for complete interpretation.This summary applies only to the loca6on of this trench at the � time of excavation.Subsurface condi6ons may change at this location with the passage of time.The data presented are ❑ a simpification of actual conditions encountered. DESCRIPTION Topsoil � Weathered Till Loose to medium dense, damp, reddish brown, SILTY fine to medium SAND, few fine gravel. (SM) 2 3 Til I 4 Medium dense to dense, moist to wet, mottled gray, SILTY fine to coarse SAND, some fine to coarse gravel, trace cobbles. (SM) 5 Becomes very dense,wet, and gray. {SM) 6 7 8 9 10 11 Bottom of explora6on pit at depth 11 feet �2 No ground water seepage or caving. Elevation 484'. 13 II I �4 15 16 17 i 18 19 o ' 0 �' Evendell Preliminary Plat u i � King County, WA � = I ? ASS�CIATE� Project No. KE01617A � ;, Logged by: BWG � Eqp-t-}� _ � � Approved by: SCIENCES� tMC November 2001 a r- U Y 05i'1 Ei'2004 15: 08 2535�90514 SOUNDBUILT HGMES F�6E 02 1°��►�i�r�°r �'Ec��a�iEs �_ - .._ �c4ober 28, �002 Centurion Devebpr�ent Services 22�17 —8�" Drive SE - Botheti, yNashington 98021 �E: ADDE�1DU14111 to the U1Petland Evaivation and Delineation Report, lA(fdlife Habitat Evaluation, and Gonceptual Wetland Mitiga#ion Plan for the Evendell Project Site Dear Mr. Romano, Sut�sequent to the preparation of the RV�1eiland Evalua�on and D�elrneation Report, �Idlife Nabitat Evaluation, arrd Canceptua! W�tland Mi#igarion Plarl" #or the Evende�l Praject Site, (Habitat �'�chnologies, May 20�1) the Seiected Action Plan hag been modified. This addendum describes the changes from the original r�port The �vendeil Projed Site is approximateiy 14 acres in total size and is Iocated esst of the City a� Renton, King County, Washington. Onsit� asseSsment af the project site follo�wing the ptocedt.�'es autlined in the Wash�ngfon SYate WeHands ld�r�tificatron and De/rrreafion l�/anvat (V11ash. Manual} end the Corps of Engrneers Wetlands Delinea�ron Manua! (1987 Menual) resulted. in the iden��cation of one ar�ea (�IVetiand A) that exhibified hydric soils, wetland �ydrology, and Mydrophytic vegetation oonsisterrt with the established criteria of both the Wasti. and 1987 Manuals. The preiiminary Selected Action Plan of the Evendell project sit� included the creation of independent lots suitable for the development of single�amily homesites consistent with ttte King County Compreher�sive Plan. Bufier averaging was tn be used afong the westem �undary of the onsite wetiand as a part af this lot cxeation. Selected �4etian Piar� The Selecfed Action Ptan vF the Evendeti project site focuses on the creation of independent lots suitable for the development of single-fam'r'ly homesites consistent with the I�{ing County Comprehensive Plan (Attachment 1 — Preliminary Plat}. An �ssential efement of this pracess is tlie dev�i�pment af acc$ss msdrnr�ys arxf utifity corridors that meet both �Gng County h�alth and safety standards and the goal af a�oidance �nd r�inimization of patential short- torm or Jo�g-term advsr'se impacts to aqu�tic envitonments. wetlands, str�aena, fishoriss,wr'Idlife - mltigation and per�nitling solu3�ons P.�. Sox 'l088, Pqyallup, Wa9hington 983a'! �oic�r 2�3-�845-51 a 9 fa� 2�r 3..�$1-�g4 Evendell- 9 O�WetiendiWd�ReporE ADDENDUM 05;10;`2004 15:63 2535390514 SOUNDBUILT HOMES P�6E 83 ' I A Qrimary 'feature in the creation of these homesi�e #ots w�ll be the establishment I of a pr�otec�ivQ buffer adjacent to the iderrti�ied ansite w�tland consistent with King County Sensitide Area codes. The creation of these homesite lo4s wrilt not require placement ef �ill within iden�ified wetland areas or reduction cf the , standard buffer width as previously proposed. Site developmerrt requires construction of road improvements within existing I'i unopened SE 136"' Streei rght-of�nray along the northem project boundary. This i wiil require the una�oidable filting af the northem 200 square fieet of VlJetland A and reduction ofi the associated buffer by 4,649 square feet. In addition, in response to King County staff concems, the applicant has proposed constructing road frontage improvements along 160�' Avenue SE consisting of a paved shoulder and relocation of tMe drainage ditch. This urill nequire the unavoidable � intrusion inta 2,340 square feet of the buffer for Wetland A. As mitigation for the unav�idabte loss ofi wetland and buffer associat�d with required road �'�, improveme�ts, the wetland_buffer will be increased by the addition of 15,�95 j square feet of forested area located in the northeast comer of the sete betuveen j the eestem boundary of the wetfand and 160"' Ave. SE. Provision of this '� additional buffer fully compensates for the unavoidable intrusions inta the wet(and and standard buffer areas and will not addersely impact the remaining wetl�nd area. �LEMENT� OF THE SIJFFE�t ADDITION A(�iD �iNETLAtV� RE�ZOI�TiON _ PLAHI 1. The buffers as�oaeted with the identified onsite wetlend wilt be established to the King County standard 50-foot width. tdenti€ied or�site wetland and associated buffers will pot be edve�-sety impacted by future onsite land uses. 2. As a part of the development of 4he required roadway imprwements the actual encroachment into buffer area of We#lend A will be held to the minirnurn necessary to mee# County roadway r8quirements. Following placement of the roadway improvements the roadway side slopes within the buffer areas wiil be revegeteted by seeding with an appropriate seed mixture. 3. As compensatian for unavoidable �nuoachmet�t �nto the rtor#h er�d of Wetland A, 400 square feef (a 2 to 1 ratio} of degraded wetland in the proximity of the edge of the roadbed wiil be enhanced throuAh ths p(antinA afi rtafive trees and shrubs. This restoration wil! enhance wetland function by prov��ng structurai diversity in the plant community, �l. As corr�pensation �or unavoidabte encroachment �nto tt�e north end of the �ufler associated with Wettand A and a portion of the ,beaEfe�on the �ast side vf Wettand A the standard buffer will be increased to encompass the entire rortheast comer of the property, This buuff�r width inctease witl �nhence Evende(!-a OOG62 WetlandMfildl'ife Report I�ODENDUM 05!10I2004 15:03 2535390514 SOUNDBUILT HOMES PAGE 64 wetland function relative to that provi�ed �by standard btiffers through in�eased visual and auditory blockage from 160�' 8�ve. SE and greater cvr�servation of wildlife habitat opportunities. , ;5. In order to protect the wetland and associated buffer erosion contrc( Best Management Practices will be 6mplemented during all phases of construction. � These measures i�dude silt fenang along the bui�er prior to any ons�te �ctions. In addition, a11 exposed areas witl �e seeded with iovv growing grasses upon the completion of onsite actions. �. Atl aetivities related to the establishment of the buffer areas will be �nonitored by the project biologist. 1111E'TLAtdD �ES�'OE2AT�ON AND BUFFE� �MLARGEMENT PLAN The �OAL of the identified buffer addiGon plan is to ensure thet proposed site development actions (i.e. the upgrading af an existing right-of-way roadway to meet KinA County health and safety standards) do no# create a shor�-term or Iong-term adverse impact#o the onsite wetlar�ds or associated buffer areas_ The total amoun# o# �Cing Coun#y jurisdictional wetland area to be unavoidably modi�ed �y this project equals 200 squaraa feet As corr�pensation for this unavoidabte impac.t to W�tland A, �400 sq�ar�e fe�t (a �:1 ratio) of remaining , degraded wetiand wilt be restored through the planting nf native trees and shrubs. _ The total amount of King Courity jurisdictional buffer area to be unadoidabty modified by this project equais 6,986 square �eet. As compensation for this unavo'dable impact to Wetland A, 15,49� square feet (e 2.2:1 ratio) of ar�a at the northeastem comer of the project will be dedicated #o buffer area. The pur�se a#the Wet/and Restoration Plan is two fold. F6r�t, to define the wetland restoration plan proposed as an eleme�t of the construction of the Evendell development. Seconcl, to identify the objectives and criteria whereby the sucoass of the ccmpleted wetiand �nd buf�er res�oration �lan will be determined. Evendell-3 00�2 Wetland/WAdlife Rapo�t ADDEAIDUM �5i'1012004 15: 0S 2535390514 SOUNDBUILT HOMES P�GE 05 �"�A�tT�IT �E�E°iRlOLOGIES � VIIETLAh1D Ei//�LUATION At�63 DELINEATIOIV �EP�R�', II' 1NIL�LIFE HABITAT E��LUATION, A�ID COIVIPENSATORY V1lETLAND MITIGATI4N PLAN EVElVDELL RESIDENTIAL COMMUNITY King County, Washington Part of Section 14, Township 23 North, Range 5 East, W.AdI. prepared for Centurion Development Services 2Z617 — 8th Drive SE �o#hell, Washington 98021 prepared by HABITAT TECHNOLOGIES P.O. Box 1088 Puyallup, Washington 98371-108� 253-845-5919 May 15, 200't w�tiands, s#r�arns,flshertes, wi1dlK� -- rreitig�tfon and perrnit4ing �olutions P.�. Box �088, P'uyallup,Washington 88371 �rof�� 53-845-5119 fax 25�-�47-'�942 05/10/2004 15:08 2535390514 SOUNDBUILT HOP�ES PAGE �b EX�CUTBVE SUMMAi�Y The Evendeil Residential Community is approximately 14 acres in tota{ size and � located to the east of the City of Renton, King County, Washington. The project site is comprised of two adjacent pa�cels; Parcel A of 11.5 acres, and Parcel B of 2.5 acres directly to the west of Parcel A. The Pa�cel A portion of the project site is dominated by a mature Douglas fir (Pseudotsuga menziesil} forest plant community on the periphery of the parcel that has been p(anted following prior forest harvest activities. A single- family dwel(ing is located in the northern portion of Parce!A: The center of Parce) A has � been cleared and is dominated by a dense canopy of Himalayan blackberries (Rubus procera). The southern po�tion of Parcel A is dominated by active livestock pasture. Parcel B portion is dominated by an active livestock pasture which afso contains a single-family dwelling and four associated buildings. Onsite assessment of the project site following the procedures outlined in the Washingfon Sfate Weflands ldentification and De�ineation Manual (Wash. Manual} and the Corps of Engineers Wetlands De/inealion Manua! (1987 Manual) resulted in the identification of one area that exhibited hydric soils, wetland hydrofogy, and hydrophytic vegetation consistent with the established criteria of both the Wash. and 1987 Manuals. , This area had been impacted by prior forest hacvest activities and grading and was dominated by a mixture of deciduous trees and shrubs. This assessment, completed in accordance with King County regulations, included an evaluation o# the function and value rating for the identified wetfand, a classificatiQn of the wetland following the U.S. Fish and Wifdlife methods, and an identification of the standard King County buffer width required for this wetland. Onsite assessment also included an evaluatioR of the wildlife hab�tat availability and utilization. Species presence and habitat u�ilization were evaluated fvllowing fhe methods identified by Horner and Raedeke (1989) and within U.S. Fish and Wildlife Service Publication 80t58 (Mikol, 1980}. 1n addition, the King County Wildlife Study Guidelines (Draft Wildli�e Management in King County, fssue Paper, 1993) were followed to assure consistency with the King County permit process and documentation of habitat types. WETLAND SIZE ONSITE CL�SSIFICATION KING COUN7Y FUNCTION STANDARD (square feet) (USFWS} RATING AND VALUE BUFFER RATING WIDTH A 17 162 P��E, PEME 2 low 50 feet PFOE palustrine, forested, seasonally flooded/saturated PEME palustrine, emergent, seasonally flooded The "habitat type" best represented within the site would be that of "young conifer upland forest - low understory." This habitat iype included three isolated freshwater wetlands and a mixed fireshwater wetland drainage corridor. 65i 10!2004 15:08 2535350514 SOUNDBUILT HOP•tES PaGE 67 PRIMARIf H}1�ITAT TYPES INCLUDED i1A1NOR HAB{�AT�PES Conifer Upland Forest Deciduous Forested wetland - low understo A ricultural �ands Persistent Lowland Shrub The U.S. Army Corps of Engineers and King County, as well as a number of other local, state, and federal agencies, regulate activities in and around identified wetland and � drainage corridor areas. Such �egulations �ocus on the a�oidance of adverse impacts to wetlands, streams, associated buffers and the mitigation of such impacts that cannot be avoided. King Gounty has established criteria to categ�rize wetlands for purposes �f regulation and the establishment of buffers. In addition, King County allows a limited amount of alteratians to wetlands (i.e. isolated wetlands, roadway crossings) provided such impacts are mitigated pursuant to an approved mitigation plan_ The Selected Action Plan of the Evendell project site focuses on the creation of independent lots suitable for the development of single-family homesites consistent with the King County Comprehensive Plsn. Buffer a�eraging will be used along the western boundary of the onsite King County Class 2 Wetland (i.e. Wetland A) as a part of this iot creation. Such averaging wifl provide additional pratection to wetlands and enhance the wetland's functions. In addition, impravements to the existing right-of-way (South 136tn Street— a primary collector route for the area) which frants the project along its northern boundary will require the unavoidabfe filling of the northern 200 square feet of Wetland A and the red�ction of the buffer associated with this area of the wetland. Through restoration of the existing onsite wetland, addition af buffer area along the eastern side ' of Wetland A, and onsite erosi�n protections this unavoidable wetland intrusion will be fully compensated, will enhance onsite wildiife habitats, and will not adversely impact the remaining wetfand area. The GOAL of the wetland mitigation and buffer averaging p{an is to ensure that proposed site development actions (i.e. the improvement of an existing right-of-way ta meet King County health and safety sfandards} do not create a short-term or long-term adverse impact to the onsite wetfand or associated buffer areas. 05;'10;'2004 15: 03 2535390514 SOEJNDBUILT HOMES P�;GE �8 TrP►BLE OF CQNTENTS INTRQDUCTI�N............................................................................................................1 STUDYPURPOSE .......................................................,........---..................._._._.......... 1 > SITE DESCRIPTiON.......................................--�----................,.---......._.,.........-------...... 1 B�tCKGROUND INF,ORMATION.........................................................................•-•---.....2 � NATIONAL WETLAND INVENTORY M�4PPtNG.........................................................2 STATE OF WASHINGTON PR10RtTY HABITATS AND SPECIES ............................2 S7ATE OF WASHINGTON STREAM CATALOG ......................................... ....2 K[NG COUNTY SENSITIVE AREAS M;�IPPING ,.,......................................... ..•---�---... SO1�S MAPPING .........................................................� ._.......................,......--�-�---�----.. AERIAL PHOT�ANALYSIS................•-------._........................._ ..................------3 ONSITE EVALUATlON -WETLANDS ........._...........................................................----•-3 VVETLAND STUDY METHODS.............................................................•�-----...............3 FfELDOBSERVATION.............................................•-----...........,...................---..........4 � vegetation............................................................-�-�--._............................._..... 4 � Soi/s _....--�• .........................................•-----•-----.................... 5 ....................... .--�--- i� Nydrology........................................................................................................ 5 WETLAND Al�D STREAM DETERMlNATiON...............................................................6 WETL/�MD FUNCTiON AND V�1t,UE ASSESSMEPVT....................................................6 ONSITE WETLAND VAl.UATION.................,.,......._..._....-----........................,.............S ONSITE EVALI.IATlON -WILDLIFE..............................................................................9 WILDLIFE STUDY METHODS....................................................................................9 QNSITEHABITAt IYPES........................................................................................ 1 Q PLANT AND Aiv11MAL SPECIES OBSERVATIdNS .................................................. 1 b MOVEMENTCORRIDORS..................................................�-----.._........_................... 12 PRIORITYSPECIES.................................................................�------------.._.._._........... 12 STATE CANDIDATE SPECIES ..........................,.......,...................---....----�---------..... 12 REGULATOI�Y CONSIDERAZION.............................................................................. 12 U.S. ARMY CORPS OF ENGINEERS - SECTIOtv 404............................................... 13 KING COUNTY-"ENVIR�NMENTALLY SENSITIVE AREAS�� ORDINANCE 21A.24............. 13 C Wetfand and Stream Classes........................................................................ 93 ❑ Wetland/S�reamAlferafion............................................................................. 94 D Roadwaylmprvvemenfs.................�•-�--•-------...--•---._...------•---•�---.._....._........... 14 Di�equrred Bu�fers........................................................................................... 95 SELECTE� A+�TIQN PLAN ................................................�--...................................--- 15 ELEMENTS OF THE COMPENSATORY MITIGATION PLAN..................................... a 6 DESCRIPTlON OF THE COMPENSATORY MITIGATlON PROGRAM.................... 17 GOAL AIVD OB.IECT(VE�F THE M1TlGATION PLAN.................__,........................_ 18 PERFORMANCE CRITERIA...................................................................��---•----�-----.. �� N1ITIGATION REPLACEMENT/ENHANCEMENT..................................................... 9 9 SUtdiMA�Y TAEL� OF I�VETLARID FUNGTICP��L BEt�EFITS ................................. 20 J5/10:`2004 15: 68 2535�°6514 SCUyDBUILT HOP•1ES PH6E 09 ', SELECTED PLANT COMMUNITIES ........................................................................ 20 CONSTRUCTION INSPECT{ON.............................__..__..............._.............---............21 WATER QUALITY PROTECTIONS DURING CONSTRUCTION.............................. 22 CONSTRUCTION SEQUENCE ........................�----...........,....----.......,....-•---._............22 PROJECTMONITORING.........................................................................................22 STANDARDSOF SUCCESS..............................�-----....,.........----._............................23 � Vegefation Samp/ing Methodology and Morrifaring Schedu/e................................ 23 VegetafiQn Monitorirrg ...................................•-•---------.............--•--.-- 23 ...................._.. Vegetation Monrtoring Sequencing........................•---.:,._.............---._.,.............-----. 24 e W1LDLIFE OBSERVATIONS ....................................................................................25 VEGETATION MAINTENANCE PL.AN...................... ........ ......25 ................... .....------.... CONTINGENCY PLAN..------.......................-..............,......__...---..................... ._._......26 PLANTING NOTES................_..---.................................................. ....__. 26 ..............,..... FINANCIAL GUAR,4NTEE...................................... ..2g ..--------...................••-----..........., FIGURESREFERENCE LIST.......................................................................................27 REFERENCELIST.....................................................................................................:.28 APPENDIXA...................................._...........................................................................29 APPENDIXB................................................................................................................3t3 05,•`10:''2004 15:08 2535390514 SOUNDEUILT HOMES PA6E 10 STAN�ARD OF CARE Prior to extensive site planning, this document should be reviewed and the wetland r boundaries verified by the appropriate resource and permitting agencies. Wetland boundaries, wetland class�cations, wetfand ratings, and al! proposed wetland restoration and enhancement activities shvuld be reviewed and apprvved by King � County and potentiatly other regulatory staff. The above consultants have provided ! professional ser�ices that are in accQrdance with the degree of care and skill generaliy I accepted in the nature of the work accomplished. No other warranties are expressed or i implied. The consultant is not responsible for design costs incurred before this . docume�t is approved by the appropriate resource and permitting agencies. � Mark Heckert � Senior Wetland Ecologist ' 05�i0!2004 15: 0� 25�5�96514 SpUNDEUILT HOP�IES P�=;�t Ii i�1TRQDU�TiON This report details the cuimination of activities and onsite evaluations undertaken to complete �oth a wetlands evaluation and a wi(dlife habitats assessment as an eiement of the planning and site development of the Evendei� Project Site, The project area is � approximately 14 acres in total size and generally Iocated witi�in a quickly urbanizing area east of the City of Renton, King Coun#y, Washingt�n. The evafuativn and , delineation af onsite and ad�acent wetlands; clrainage carridors, and wildlife habitats is a vital element in the planning and select:on of� site development action. The goal of this approach is to assure that planned site platting does not result in adverse environmental impacts to such areas. Wetlands are generally defined as "those areas of King County that are inundated or saturated by ground or surface water at a frequency and duration sufificient to support, and that under normal circumstances do support, a prevalenc� of vegetation typically adapted #or life in saturated s�il conditions.°' (King Counry Environmentally Sensitive Areas}_ STI�DY PUi�'��E This purpose of this document is to present the resufts of the ansite assessment and evaluation of the wetlandldrainage corridor areas and the wildfife habitats within the project area. Included within this report is an assessment of the proposed impacts and compensatory actions to be taken to ensure that proposed onsite actions do not adversely impact environmentally sensitive areas. This study was designed to accommodate site planning and patential regulatory actions. This report is suitable f�r submitta! to federal, state, and local autf�oriiies for wetland boundary verification and � permitting actions. S1TE DESCFaIPTION The project site is ger+erally square in shape, approximatefy 14 acres in tota! size, and located within a rapidly urbanizing area generally east of the City of Rentan, King Cou�ty, Vl/ashington (Figure 'I}. The project site is comprised of two adjacent parceis; Par�el A vf 11.5 acres, and Parcel B of 2.5 acres directly to the west of Parcel A. The Parcel A portion of the p�oject site is dominated by a mature Douglas fir (PseudotsuQa rr►enziesirj forest plant community on �he periphery that has been pla�ted foliowing prior forest hanrest activities. A single-family dwelling is �ocated iro the northem portion of Parcel A. The center of Parcel �4 has been cleared and is dominated by a dense canopy of Himalayan blackberries (Rubus procera)_ The southern portion af Parcel A is dominated by active livestock pasture. Parcef 6 portion is dominated by an active livestock pasture which also cont�ins a single-family dwelling and four associated buildings. Evendell- 9 Wefland�lNildlife Raport-0006� 05:'10,`2004 15: 08 2535390514 SOUNDBUILT HOh1ES PAGE 12 The project site is generally flat and rolling and a narrow drainage corridor area is present generally through the nartheast corner of the Pa�cel A portion of the site. This narrow drainage corridor had been impacted by prior forest harvest actions (i.e. clearing, harvest, roadways, slash piles}, and subsequent clearing a�d grading as part of homesite development activity. Surface drainage within this co�ridor is conveyed as overland flow to the southeast to the ditch that runs south alang the western side of � 160th Avenue South. However, there is no evidence onsite of a continuous stream channel_ BACKC�iOUND l�1FORMATION NATIONAL Y"�lETLAND lNVENTORY NIAPPING The National Wetland Inventory (NWl} mapping completed by the U.S. Fish and Wifdlife Service was �eviewed as a parf of this assessment. This mapping resource did not identify any wetlands ar drainage corridors on the project site. (Figure 2). STATE OF WASHINGTON PI�IORITY HABITATS AND SPECIES The State of Washington Priority Habitats and Species (PHS) Mapping was reviewed as a part of this assessment. This mapping resource dic! not identify any Priority Habitats or Species onsite or within the immediate vicinity. STATE OF WASHIIdGTON STREAM CATALOG The State of Washington Stream Catalog far Puget Svund was reviewed as a part of this assessment. This mapping resource did not identify any streams within the project site. This mapping did identify the Green River to the south of the project site. The Green Ri�er was identified to prouide habitat for a number af anadromous and resident salmonid fish species. KING C4UNT�l SENSITIVE AREAS MIAPPING The King County Sensitive Areas Mapping was reviewed as a part of this assessment. This mapping resource did not identify any wetland areas or streams within or adjacent to the project site. {Figure 3). SOILS M�1PPlfNG A review of the �apping of soil types within the project a�ea complet�d �y the U.S. Soils Conservatian Servicz (SCS) identified that the onsite soils consist primarily of �vendell-2 `JVetland/Wildlife R�port-40062 05i'10i'2ee4 15: B^o 2535�9�514 SOUNDBUILT HCP�tES P�^,6E 1� Alderwood gravelly sandy Ioam (Soils Survey of King County Area Washington, Now. 1973) (Figure 4). This soii is described as: AgC - Alderwaod gravelly sandY loam: This series consists of moderately we11 drained soils that have a weakly consolidated ta strongly consolidated substratum at a depth of 24 to 40 inches. This soi{ is on uplanrls and formed in glacial deposits. A typical pedon of Alderwood soils from 0 -12 inches is � dark brown (10YR 4/3) gravelly sandy loam. From 12 to 27 inches the soil is grayish-brown (2.�YR 5/2) gravelly sandy foam with many medium, distinct mottles. This soil series is not listed as a hydric soil. AERIAL PHOTO ANALYSiS Recent ae�ial photos of the project site were used within the background data collection process. These aerial photos identrfied that a coniferous forest plant community wh�ch has been altered by prior forest harvest actions dominated the majority of the project site. A deciduous forest/shrub community was identified to pass generally within a narrow c�rridor north to south through the central portion of the p�oject site. This deciduous foresUshrub community appeared to continue affsite to the south until reaching the top of slope leading in the Green River Valley. A few small pockets also dominated by a deciduous foresfiJshrubs rrrere present in the north-central and west central po�tions of the site. The project site was within an area of large-lot single-family homesites and a number of intemal roadways were present through the site. ONSITE EVALI�ATION - WETLANDS , WETLAND STUDY METHODS Presently accepted wetland identification is based on a three parameter criteria test as established within both the Corps of Engineers Weflands Del�neatlon Manual (1987 Manual� and the Washington Stafe Weflands ldenfification and Delineafion Manuaf (Wash. Manual). These criteria are: ', 1. A predominance of hydrophytic vegetation. 2. The presence of hydric soils, and 3. The pr�sence of wetland hydrotogy. Initial onsite assessment and evaluation was completed during several si�e visits in June and July 2000. Specific identification of wetiand boundaries was completed vn July 17, 2000. Assessment transects were established on a northlsouth pattern through the project area. Wetland assessment within the project site followed the methods and procedvres outlined in both the Wash. Manual and the 1987 Manual, ansite assessment noted that there were no differences in the identified wetland boundaries as a result to using either the Wash. Manuaf or the 19�7 Nlanuai. Drainage corridors were Evendell-3 WetlandMJildlife Report-d0062 05!10r'2664 15:03 2535390514 SQl!NDBUILT HOMES PAGE 14 assessed and identi�ed in accardance wiih the criteria estabiished by King County and the State of Washington Department af Natural Resources �VIlQNR) Forest Practice Ruies (WAC 222-16-030). The boundary between wetland and non-wet(and areas was establisheci by examining the transitional gradient between wetland criteria along transects through the site. Delineation was performed using the raufine mefhodology for ar�as gr�ater than five ° acres as detailed in the 1987 Manual. Field data sheefs are provided in Appendix A. Identified boundaries were marked in the field with number flagging. These boundaries � were then sur�eyed and made a part of the �ite plan mapping. FIELD 06SERVATION . Vegetation A mature coniferous forest plant community that had been planted following prior fo�est harvest actions dominated approximately two-thirds of the project site. The dominant onsite species was Douglas fir (Pseudofsuga menziesir). These mature trees formed open stands across the treed portion of the site. Additional tree species occurring onsite included Westem red cedar (Thuja plicata), Western hemlock (Tsuga heterophylla), big leaf maple (Acer macrophyllum}, red alder (Alnus rubra), black cottonwvod (Populus frichocarpa}, cherry (Prunus spp), and caseara (Rhamnus purshiana}. The understory included a wide variety of shrubs and herb species including vine mapfe ��, (Acer clr�cinatum), salal (Gaultherie shaUon), Oregon g�ape (Berberis spp.), ha�elnut ' (Corylus camuta), salmonberry (Rubus spectabilis}, Scot's broom (Cyfisus scoparius), ; Himalayan bfackberry (Rubus procera}, evergreen blackberry {Rubus lacrniafus}, Pacific I red elderberry (Sambucus racemosa), snowberry (Symphoricarpus aJbus), bracken fern � (Pteridium aquilrum), and sword fem (Polystichum munitum). Throughout the project I site this plant community had been altered by prior forest harvest actions. This plant community was identified as non-hydrophytic (i.e_ rypical �f non-wetlands�. , The central area of Parcel A was dominated by dense stands of Himalayan blackberry. This area had apparently been cleared of the tree canopy in the recent past, and the . blackberry had colonized after the clearing. - The plant community within the centrai drainage corridor (1l�lefland A) tha�was id�ntifi�d to generally pass from narth to south through the site was dominated by a young, mixed deciduous forest and emergent plant comm�nity. This plant community had also been altered by prior forest harvest and grading actions which had removed the mature trees, created slash piles, and created an intemal drag-road across this drainage. Observed tree species incfuded sapling red alder, Western red cedar, black cott�nwood, Oregon ash (Fraxinus lafifolia), and Pacific willow (Salix lesiandra). The understory was dense and included salmonberry, Douglas spiraea (Spiraea douglasir), Western crabapple {Pyrus fusca), Sitka willow (Salix sitchensis), slou�h sedge {Carex obnupta),horsetail Evendelt-4 � WetlandlWitdlife Report-00082 05/10/2004 15: 08 2535390514 SOJNDEUILT HOMES PAGE 15 (equisetum arvensis), buttercup .(Ranunculus repens}, reed canarygrass (Phalaris arUndinacea), softrush (Juncus effusus), and lady fem (Athyrium frlix-femrna}. This plant association was identified as hydrophytic in character (i.e. typical of wetlands)_ • Soils As identified by numerous sample pfots throughout the project site, the majority of the ' site exhibited a soil profile iypical of the Alderwood svil series. The soil was defined as gravelly sandy loam with a soil matrix color of da�k brown (10YR 3/3) to brown (10YR _ 4/4}. These soils did not exhibit redoximorphic features sueh as prominent soil mottles, oxidized root channels, or glayed soil layers within the first 20 inches of soil depth_ The majority of the project site exhibited soil which would not be considered "hydric." Representative sample plats are identified on �igure 4. (Special note - many more sample plots were completed during the field assessment than are shown within Figure 4 or reported within Appendix A). Sample plots within the defined drainage co�rido� that was identified to generally pass from north to southeast through the northeast corner of the site exhibited a mixed gravelly loam soi! texture. These soils appeared to be mineral in character. Soils ra�ged in color from very dark brown �10YR 3/1) to dark grayish brawn. (10YR 412). Redoximorphic features were present and often very prominent. Soils within these areas exhibited "hydric" characteristics. • Hydrology ' Onsite hydrology appeared to be the result of seasonal stormwater runoff from onsite and adjacent properties. [n addition, the pattem of surtace water movement appeared to have been modified by priar land use activities. These activities have included the development of o'ffsite homesites, the development of roadways and utilities, and the placement of culve�ts. The general movement of surface water runoff across the site was generally to the south. The movement of surface water through the central drainage cvrridor did not form a continuous drainage pattern and no areas within these swa{es exhibited characiers typical of a "stream." This area had also been impacted by an internal roadway and draglines and logging slash piles. Based on field indicators (i.e. water stained leaves, drift lines, surface water, soil saturation, oxidized root channeis, wetland drainage patfer�) this drainage ��r�idor rreet the wetlar�d hydrolc�y �ritpr�3 of the 19�7 Manual and the Wash. Manual. Within an area located in the no�th-central portion of the site, directly south of the homesite and past the edge of the landscaping, pooled water was alsa documentes�. This area was in a smaff, isolated depression, and had been impacted by prior land use actions (i.�. roat pull up, slash pile, compactian). However, based �n field indFcators (i.e. water stained lea�es, drift lines, soii saturation, oxidized root channels, wetland Evendell- 5 WetlandMlildlife Report- 00062 05,''16.�2604 15: 08 2535390514 SQUNDBUILT H�fy1ES PA6E 16 drainage pattern) these isolated depressions met the wetland hydro{ogy criteria of the 1987 Manual and the Wash. Manuaf. WETLAND AND STREAM DE�'ERMINATtOiV � Wetland determination was based on sample plots which contained hydrophytic vegetation, hydric soils, and wetland hydrology in accordance with the 1987 Manual and the Wash. Manual. Based on these methods one wetland a�ea was identified onsite (Figure 4). No area was identified onsite tv exhibit characters typical of a "stream" (i.e. a continuous pattern of surtace water movement, either permanent or intermittent}. WETLAND SIZE ONSlTE CLASStFICATION KING COUNTY FUNCT{ON STANDARd (square feet) (USFWS) RATING AND VALUE BUFFER RATING WIDTN A 17 162s ft PFOE, PEME 2 low 50 feet PFOE palustrine, forested, seasonally floodedlsaturated PEME palustrine, emergent, seasonally flooded Wetland A: This wetland was identified within a topagraphic drainage that passed generally from the central northern boundary to southeast through the northeast corner of the project site. This wetland camplex was dominated by a young, mixed deciduous farest and emergent community that had formed following prior forest harvest and grading activities. This plant community was very dense in the southern end and open on the north end. This wetland complex exhibited shallow ponded surfa�e water during the winter and eariy growing season as a result of topography, the inter�al logging road � and draglines, a created berm, and an offsite roadway culvert. Soil saturation to the surface was noted to occur within a majority of this wetland complex into the early part of the growing season. As noted by a slash piie withi� this area forest harvest activities had been undertaken within this wetland complex. This wetland plant community snded adjacent to, but separated from, the roadside berm to 16flth Avenue South to the south. Wetland A was identified to meet the U.S. Fish and Wildlife Service (USFUVS) criteria for classification as palustrine, forested, seasonally flooded(PFOC) and palustrine, emergent, seasonally floodedlsaturated {PEME}. Based on the young forested plant communify this wetland complex was identified to meet the criteria for designation a King Gounty C1ass 2 Wetland. WETLAND FUNCTION AND VALUE ASSESSIVIE�iT Wetlands are known to perform significant roles in the ecosystem, some of which are of immediate value to society. These roles vary greatly with the size, type, hydralogy, vegetativn, and location of wetland areas. Although the ecological functions pertormed by this wetland are complex, interrelated, and difficult to assess and quantify, methods Evendell-6 Wetland�ldlife Report-00062 05/10r'2004 15:08 2535390514 SQUNDBUILT I-iQMES PAGE 17 have been developed for the U.S. Army Corps of Engineers (Adamus et al. 198�: Reppert et al. 1979). The functions provided by wetlands inc{ude hydrologic support, shoreline protection, stormwater and floodwater storage, water quality, groundwater recharge, and provision of wildlife habitat. The HYDROLOGIC SUPPORT FUNCTION is defined by the measure of hydrologic stability and environmental integrity which the wetland provides. This function is measured by the frequency of inundation and saturation by tidal actions, stream flow, runoff, and precipitation. Wetlands permanently inundated or saturated, or intertidal wetlands are valued as high. Medium vaiued wetlands are seasonally flooded or are open water systems that rema+n saturated during most of the growing season. Wetfands that are intermittently flooded or hydrologically isoiated are considered of law value. The SHORELINE PR�TECTION FUNCTION is defined by the measure of shielding from wave action, erosion, or storm damag� which a wetland provides_ This function is measured by the {ocation and width of the wetland along shoreline areas, types of wegetation present, and the extent of development along the shorefine, A high value is given to wetlands along a shoreline that haWe a width greater than 200 yards and dense woody vegetation. A medium value is given to a wetland with a width of 100 to 200 yards, sparse woody vegetation, and dense emergent vegetation. Wetlands less than 100 yards in width and emergent or lacking vegetation are considered of low value. The STORMWATER AhID FLOODWATER STORAGE FUNCTIOId is defineci by the ability of a wetland to store water and retard flow during periods of flaod or storm discharge. Wetlands of larger siZe are generally considered to have greater ability to provide this function. In addition, wetlands nearer to urban or potentially develop-able areas are also considered to provide greater flvod pratections than wetlands which are in undeveloped areas. The WATER QUALITY FUNCTION is defined by the physical, biological, and chemica! processes which wetlands provide to naturally purify water. This function removes organic and mineral particufates through natural filtration. In general, wetlands of greater size, more dense vegetation, and those which are close to point sources of pollution are considered to be of higher value. Wetlands which are small (<5 acres}, lacking dense vege#ation, and not close to paint or non-point sources of pollution are considered of low value. The GROUNDVVATER RECHARGE FUNCTION is defined by the interaction of the underfying geology and soils, and the surtace topography. This function provides for the movement of surface water into groundwater systems. Irnportant to this function is wetland size, period of inundation, and depth of standing water within the we#land. High value is given to permanently inundated wetlands greate� than 10 acres in size. Medium value is given to wetlands which are Evendell-7 Wetland�ldlife Report-OOo62 05/1012064 15:95 2535390514 SOL�IDBUILT HOMES PAGE 13 seasonally flooded and 5 to 10 acres is size. Wetlands less than 5 acres in size, isolated, and temporarily saturated are considered of low value. The IdATURAL BIOLOGICAL FUNCTION is defined by the complexity of physical habitats a�d biological species within the wetland area. The vatUe given to a wetland depends upon its ability to provide habitat for nesting (spawning), incubation, feeding, rearing, and cover of aquatic and terrestrial animal and fish species. In addition, the ability of a wetland to provide suppo�t for varying food `° chains is an important element in value assessment. Wetlands of high species diversity, three or more habitat types, unique habitat features, large in size, and associated with a permanent stream or tidal marsh are considered of high value. Wetlands with moderate species diversity, two habitat types, moderate in size, and associated with an intermittent stream or high salt marsh are considered of medium value. A low value is given to wetlands of low species diversity, smalt size, and iso4ated. These six functions are rated Iow, rnoderate, or high, based on the criteria outlined above. These criteria are guidelines compiled from Adamus (1987} and Reppert (1979) and professional judgment must be exercised in assessing these criteria. O�erall values for a wetland are assigned, based on a synthesis of individual values. ln addition to intrinsic functions, extrinsic functions are also recognized. These extrinsic functions provide social values that have indirect benefits to wetlands. Education and recreational opportunities are most often mentioned as extrinsic functions. Associated values are often subjective and are thus diifcult to evaluate. As such, these functions are not rated, but are nonetheless important when considering creation, restoration, or enhancement projects. ONSIT� WETLAND VALUATfON Following the function and value assessment process noted above Wetland A was raied as exhibiting a low rating: • �il/ater Qual6ty Benefts - This wetland was small, isolated, and had been impacted by prior farest hacvest and clearing. This wetland appeared to retain less than 25°l0 of the runoff which occurred within the local area. This wetland also exhibited a limited vegetation density as a result of prior forest harvest and grading. The primary water quality benefit provided by this wetland was a very limited amount ofi biofiltration oi surface s$ormwater. • Stormwater Storage - This wetland appeared within a topographic depression and had been impacted by prior land uses. This wetland was {ocated in a rapidly developing part of King County. This wetlat�d was smal) and exhibited a very iimited ability ta store stormwater. Evendel!-8 WetlandlWildliie Report-00062 e5:'10:''2004 15: 03 2535396514 SOFJNDBUILT HOMES PaGE 19 • Hyc9rologic Support - This wetland appeared smal{, isolated, and to pond a limited amount of surface water early in the grovving season. Evidenc� of ', seasonal ponding and saturation to the surface was fimited. �, • Groundwater R�charge - This wetland appeared smali, isolated, and to pond a limited amount ofi surtace water earty in the growing season. Evidence of seasonal ponding and saturation to the surtace was limited. � . Natural Biological Function - This wetland was small, isolated, and exhibited a very limited range of plant diversity and vegetation complexity. � Available habitat was dominated to young deciduous t�ees and a dense shrub community. Unique hab�tat features {i.e. snags, faflen trees, mature trees along the wetland boundary) were absent. �his wetland included a large slash pile resulting from prior forest harvest. ONSITE EVALUATIOlV - WlLDLIFE I WILDLIFE ST'1JDY IVIETHODS The onsite assessment of wildlife species presence and available wildfife habitats was completed as a part of the onsite assessment of wetland characteristics_ This assessment included bath early morning and fate afternoon observations. Specie� presence and habitat utili�ation were evaivated following the methods identifiied �y Homer and Raedeke (1989) and within U,S. Fish and Wildlife Service Publication 80/58 � (Mikol, 1980). In addition, the King County Wildlife Study Guidelines (Draft 1Nildlife Management in King County, Issue Paper, 1993) were also followed to ass�re cvnsistency with the King County permit process and documentation of habi#at types. Onsite activities documented observations of individual species presence, the general location of the species sighting, and the life history activity being undertaken. Sample stations were established within the site for these observations. This range of observations were documented because for many of the smaller, less mobile species (i.e. smaA mammals, amphibians) the project site may provide ali of their life history requirements (nesting, cover, feed�ng, and reproduction} while for the more mobile species (i.e. waterfowl, songbirds, medium sized mammals) the project site may be used for onfy a few of the life history requirements. These more mobile species may depend more upan adjacent habitat for more criticai habitat needs such as nesting and cover from predators. It is unlikely based upon the existing site conditions, caupled vvith adjacent land �ses, that species �,vhich requir� Eara�e areas of +�ndistur�ed habitat �va�ld exist onsite. Evertdell-9 �NetlandlWildlir'e Report- 00062 05r'1 e,!2604 15: 08 2535396514 SOUNDBUILT HOMES P�^,GE 26 QIVSITE F9ABITAT TYPES The site exhibited one primary habitat type that had been manipulated as a part of past land use activities. An upland coniferous forest plant community dominated this primary habitat type. This plant community had been retained foliowing prior forest harvest activities. Included within �his primary habitat type were two additional habitat types. As defined by King County, the "habitat type" best represented withi� the site was , "Conifer Upland Forest - low understory." The primary tree within this habitat type is Douglas fir that is 80 to 200 years ald with a vrell developed understory. One additional habitat type was Persistent Lowland shrub. This upland habitat type has been manipulated and modified by prior forest hanrest activities. In pa�cel 6, and in the southern portion of parcel A, the areas were developed into active pastures, and qualify as Agricultural lands under the Gounty designation. The adjacent properties alsv exhibited similar land use actions along with the development of single family homesites. The "deciduous forested wetland" habitat type was identified as present within the central drainage corridor (Wet(and A}. This habitat type had also been impacted by prior forest harvest activities and adjacent land uses. This habitat type included young deciduous trees (i.e. red a(der, black cottonwood, Oregon ash, Pacific willaw) and a wide variety of shrubs and herbs (i.e. Douglas spiraea, salmonberry, willows, sedges, rushes, reed canarygr�ss, lady fern, buttercup}. PROMARY HABlTAT TYPES INCLUDED MtNOR HABITAY TYPES I Conifer Upland Forest Deciduous Forested wetland - low understo A ricultura! Lands Persistent Lowland Shrub PLANT AND ANIMAL SPECtES OBSERVATIONS Conifer Upland Forest: The majority of the 14-acre project site was identified to be dominated by a coniferous upland forest plant community. Total crown cover exceeded 60 percent. The primary tree species was Douglas fir that had been retained following prior forest harvest. Additional tree species include Western hemlock, big leaf maple, western red cedar, hawthom, cascara, black cottonwood, and red alder. The understa� was dense and composed of a wide variety of shrubs and herbaceous species. Avian species observed within this coniferous upland forest habitat type included tree swallow (Tachycineta bicolor}, song sparrow (Melospiza melodia}, dark eyed junco (Junco hyemalis), American crow (Corvus brachynchos), American robin (Turdus migraforius), golden crown kinglet (Regulus safrapa), bushtit (Psaltriparus minimus), hause finch (Passer domesticus), Steller's jay (Cyanocitfa sfe!lerr), pine siskin (Carduelis ,o�nusj, black-capped chickadee (Parvs arricapillus}, brown creeper (Cerfhia amencana), ruffed grouse (Bonasa umbellus), vaned thrush (Ixareus naevrus), rufous sided towhee (Pipilo eryfhrophthalmus), Northem flicker (Co(apfes au�afus), and hairy woodpecker (Picoides villosus). These avian species were feeding throughout this Evendell- 10 Wetland/Wlldlife Report-QOD82 � 05,''10,'2004 15:0� 253539e514 SOUNDBUILT HOMES PAGE 21 �i habitat type with the greatest number of observations noted along the edge between this upland forested habitat type and the mixed wetfand areas. This habitat type aiso appeared to provide cover to many species that also used the adjacent areas, particularly the residentiai areas. A number of nests were vbserved onsite and appeared to have been used during the ' 2000 breeding season. A limited number of stumps and snag trees are present within this plant community. These stumps and snags appeared well utilized as feeding areas by a wide variety of avian species, particu{arly hairy woodpeckers, creepers, and � Northern flicker. A few of these snags also exhibited a limited use by pi{eated woodpecker (Drpocopus pileafus)_ Mammal species observed within this habitat type included deer mouse (Perr�myscus maniculatus), shrew (Sorex spp.}, opossum (Didelphrs virginianus), Douglas squirrel {Tamiasciurus douglasir), mountain beaver (Aplodonfia rufa), raccoon (Procyon lofor), and black tailed deer (Odocoileus hemionus). Freshwater Deciduous Wetland: A deciduous wetland area was identified to pass generaHy from north to southeast through the northeastern portion of the project site. This wetland represented less than 5% of the total project area, had been greatly modified by prior forest harvest activities, and was dominated by a young mixed forest composed of red alder, black cottonwood, and Pacific willow trees. Crown cover exceeded 50% in some areas where dense thickets af sapling red alder trees, Douglas spiraea, and salmanberry dominated. The northem portion of this area had been cleared and graded and .was dominated by herbaceous species. This grading has enhanced an existing swale that ran through the property. Avian species observed within this freshwater wetland habitat type inclucied tree swallow, violet green shallow (Tachycrneta thallassina), barn shallow (Nin�ndo rustica}, song sparrow, dark eyed junco, American crow, American robin, golden crown kinglet, house finch, Steller's jay, pine siskin, black-capped chickadee, rufous sided towhee, � Northern flicker, pileated woodpecker, and hairy woodpecker. These avian species , were noted to use the "edge" between the mixed wetland habitat type and the upland i young conifer forest habitat type. Many of these avian species were feeding, nesting, � and seeking cover either within the forested portions of this wetland habitat type or i within the adjacent upland forest plant community. This wetland plant community included a number of downed logs and a slash pi1e. � These habitat features were noted as heavily used as feeding areas, cover, and � perches. A number of small cavities were also noted to be used by swrallows. Mammal species observed within this habitat type included deer mice, opossum, black taifed deer, and raccoon. Evendell- 11 Wetland/Wildlife Report-00062 05i10/2004 15:08 2535390514 �CUNDEUILT HOMES PH6E 22 Pacifc tree frogs (Hyla regi!!a) were also noted within this habitat type. As identified the appar�nt length of surface water pvnding resulting from watec retention by the wetland wou{d be inadequate to provide spawning habitat for this species. MOVEMENT CORRIDORS As identified b�+ onsite wildlife trials, sma41 and medium size mammals appeared to be moving througf,out the project site and into the adjacent areas. The iarger of these a trails (many of which are logging roadways and arag4ines) also appeared to be used b�r domestic cats, domestic dvgs, horses, and neighbors. Wetland A afso appeared to serve as a movement corridor for a wide variety of wildlife species. PRIORITY SPECIES Two wildlife species identified by the State of Washington as "Priority Species" were observed onsite during this assessment. 81ack tailed deer and ruffed grouse are noted by the State of Washington as a "priority species" because these species are regulated , as "game" species. The project site may also provides suitable habitat for other game species such as mourning dove (Zenaida marroura} and band-tailed pigeon (Columba fasciafa). STATE CANDIDATE SPECIES A single "State Candidate" species - the pileated woodpecker - was observed to utiiize the forested wetland area along with the adjacent upland forested areas onsite. State candidate species are presently under review by the State of Washington Department of Fish and Wildlife (WDFW} for possible listing as endangered, threatened, or sensitive. WDFW has developed a {ist of recommendations for management of the pifeated woodpecker that focused on the preservation af nesting habitat. As defned by WDFW _ the rnost po�ular nes: trees are typically hard snags with bark and broken t�ps within riparian areas. REGULAT�RY CONSIDERATION The proposed alteration of lands defined by various federal, �tate, and local authorifi,l �ules and regufations as "wetlands" raises environmentai concems that are generally - addressed dn fhe developmenf review pr�cess. These concems cenfer around the development's potential adverse impacts to the structure, function, value, and size of these "wetland" areas. Such adverse impacts may include a reduction in v;►ildlife habitats, reduced surtace water quality, reduced water retention, a reduced ground water recharge rate, reduced plant species diversity, and the reduction in the function and value of other associated wetland and non-w�t)and characteristics. Evendell- 1 Z WetlandlYllildlife Report-OoG�2 05,�10:�2a04 15:08 2535396514 �QUNDBUILT H�MES Pa�E 2� U.S. �+FZIVIY CORPS OF ENGINEERS - Section 40� Section 404 of the Clean Water Act {33 U.S.C. 1344) prohibits the discharge of dredged ar fili material into "Waters �f the United States" without a permit fr�m the Corps of Engineers (Carps), The Corps has jurisdiction aver freshwater systems waterward from the ordinary high water line of a water body ar waterward f�om the upland bouncfary of the adjacent wetland. The definition of fiH materials includes the replacement of aquatic areas with dry land, grading which changes the surface contour of a wet(and, and mechanized land clearing in wetlands. FoF th� purposes of Section �04 permitting the ' Corps makes the final determination as to whether an area meets the wetiand definition and would be subject to regulation under the Corps program. Currently the Corps has two specific types of permits which apply t� wetland fili praposa(s_ These two types are a series af specific Nationwide Permits and the Individual Permit. The Nationwide Permit process identifies specific categories of work that can be undertaken following a set of speci�c canditions applicable to each Nationwide Permit number. For example; NWP#12 alfows #or the limited, short term impacts to wetlands for the placement of utilities, and NWP#14 al(ows for a limited impact to wetlands as a part of the deve{opment of a roadway.crossing. The Corps has noted several times within information papers, documents, and workshops that a project proponent that places fill within a wetland without specific Carps authorization aoes so at the proponent's own risk. The Corps requires an fndividual Permit where a proposed activities within an identifiied jurisdictional wetland area can not be authorized under one af the Nationwide Permits_ Within the Individual Permit process the Corps undertakes a much more �n- depth review of the proposed project and the proposed impacts. The Corps m�st evaluate whether the benefits derived from the project outweigh the foreseeable environmental irnpacts of the prvject's compfetion. KONG COUNTY - "Enorironmentaily Sensitive Areas" Ordinance 21A.24 • Wetlansl and Stream Classes King County r�gulates activities in and around wetland areas. Such regulations also require that an undisturbed native vegetation buffer be retained along the upland side of the identified wetland areas. To assist in this regulation the County has defined classes by which to regulate wetlands, streams, and their associated buffer area. These categories are based on such features as size; the presence of endangered or threatened plants, fish, or animals; regionaliy rare wetlands; wetlands of loca) significance for wildlife or stormwater functions; the number of wetland classes and subclasses; and percentage of open water. A Class 1 Wetland means a wettand assigned the llniqueJOutstanding rating in the King Caunty Wetlands Inventory, or any wetland which meets any of t�e following criteria: Evendel!- 13 W�tlandlWildlife Report-00062 05;'101'20@4 15:08 253539e514 SOUNDBUILT HOP9ES P��E 24 1. The presence of species listed by the federal gv�ernment or state as endangered, or threatened, or the presence of critica[ oc outstanding actual habitat for those species; 2_ Wetlands having 40°lo to 60% permanent open water in dispersed patches with two or more classes of vegetation; 3. Wetlands equal to or greater than ten acres in size and having three or more wetland classes, one of which is open water; cr 4. The presence of plant associations of infrequent occurrence. � A Glass 2 Wetland means a wetland assigned the Significant #2 Rating in the King County Wetlands Inventory; or any wetlands which meet any �f the following criteria: 1. Wetlands greater that one acre in size; 2: Wetlands equal to or less that one acre in size and having three or more � wetland classes; 3. Wetlands equal to or less than one acre that have a forested wetland class; 4. The presence of heron roakeries or raptor nesting trees_ A Class 3 Wetlar�d means a wetland� assigned a Lesser Concern #3 Rating in ihe King County Wetlands Inventory, 1983, or uninventoried wetlands that area equal to or less than one acre in size and that have iwo or fewer wetland classes_ A Class 3 Stream means those streams that are intermittent or ephemeral during years of normat rainfall and are not used by salmonids. • VtletlandlStream Alteratior� King County allows a limited amount of alterations t� wetlands provided all impacts are mitigated pursuant to an approved mitigation pian. For example, on a site larger than 20 acres in size, up to three isolated wetlands may be altered by combining their functions into one or more replacement wetlands pursuant to an approved mitigation p(an (21A.24.330.K)_ The County defines an "isolated wetland" as those Class 3 Wetlands whose total size is less than 2,500 square feet and which area hyd�ologically isolated from other wetlands or streams. � Road�nray lmprov��roents King County will allow a roadway to cross a wetland or associated buffer where the #oAowing are met (21A.24.330.N): 1. King County determines that no afternative access is practical; 2. all crossings minimize impact to the wetland and provide mitigation fior unavoidable impacts through restoration, e�hancement, or rep(acement of disfurbed areas; Evende{I- 14 WetlandlWildlife Repoct-0�062 05/18r�20a4 15:05 2535390514 SOUNDBUILT HOMES PA6E 25 3. crossings do not change the overall wetland hydrology; 4. crvssings do no diminish the flood storage capaci�jr of the wetiand; and 5. a1t crossings are constructed during summer low water periods. • Required Buff�rs King County has established a standard buffer to be applied to a wetland or stream to assure protectivn of the wetland function and value. This buffer area is measured perpendicular to the defined wetland edge er perpendicular to the identified ordinar�� high water mark of a stream. WET4AND CLASS STANDARD BUFFER WIDTH 1 100 feet 2 50 feet 3 25 feet King Caunty a{lows the standard buffer to be modified where such actions would � provide additional protection to wetlands or enhance the wetiand's functivns (21A.24.320.B}. Buffer averaging may be aAowed as tvng as the total area contained in the buffer on the development proposal site does not decrease and the minimum width ofi the final buff�r is not less than 65% of the standard buffer width. SELECTED ACTiON PLA�1 The Selected Action Plan af the Evendell Residential Community focuses on the creation of independent lots suitable for the development of single-family homesites consistent with the King County Camprehensive Plan. An essentFal element of this process is the development of access roadways and utility corridors which both meet King County health and safety standards and meet the goal of avaidance and minimization of potential short-term or long-term adverse impacts to aquatic environments. A primary feature in the creation of these homesite fots will be the establishment of a protective buffer adjacent to the identified onsite wetfand consistent with the King Counfij Environmenfa! Sensi�rve Areas Ordinance. The creation of#hese homesite lots will not require the adverse impact er placement of fill within identified wetland areas. To provide additional protection for the onsite wetland, the buffer in the no►�hwest corner wifl 6e increased by the addition of 15,495 square feet. Through averaging, the buffer on the west side of the wetland wifl be reduced to 32.5 feet, a total of 9,340 square feet. Through buffer averaging these unavoidable intrusions into the standard buffer areas will be fully compensated and will not adversely impact tt�e adjacent wetland areas. The development of this residential comm�nity will require the creation of a public roadway access by extending the existing 158`h Avenue South raadway which presently Evendell- 15 Wetland/Wildlife Repvrt-D0062 '65;'10r'2004 15: 88 2535390514 SOLINDBUILT HOMES P�GE 26 ends at Southeast 136�'� in addition, site deveiopment reguires improvements to the existing right-of-way (SE 136`� Street — a primary coilectar route for the area) which fr�nts the project along its northern boundary. This wili require the unavoidable filling of the northern 200 square feet of Wetland A and the reduction of the buffer associated with this area of the wetland by 4,649 square feet. Through restoration of the existing onsite wetland, additional of buffer area along the east�rn side af Wetland A, and onsite erosion protections these unavoidable intrusions into the wetland and standard buffer areas wili be fully compensated and wi{1 not adversely impact the remaining wet{and area. 0 ELEMENTS OF THE COMPENSATORY MiTIGATfON PLe4N Site planning for the Evendell Residential Community project site f�as fqcused on the mandated hierarchy of wetland impact reduction: 1) avoidance, 2J minimization, and 3) compensati�n. These avoidance and minimization strategies included a site design to reduce impacts to onsite wetland systems. The total amount of wetland area to be unavoidably modified by this prflject equals 200 square feet. As compensation fvr this unavoidable impact to Wetland A resulting from the development of SE 136th Street approximately 4,000 square feet of exist;ng degraded wetland area wilf be enhanced through the planting of native trees and shrubs. The presently degraded buffer adjacent to the restored wetland area will a(so , be restored and enhanced. Through buffer ave�aging the final protective buffer wili be estabiished to ensure that there is no reduction in the total area of buffer onsi#e and that the final buffer enhances , the onsite wildlife habitats and greater long-term p�otection of the we#land. PROJECT ELEMENT IDENTIFIED IMPACT COMPENSATION PR01�I�ED Reduction of the standard 50 9,340 sqft of buffer 10,Oa0 square feet �f buffer will be foot buffer along the western eliminated added to the eastern side �f Wetland A. edge of Wetland A to 32,5 This addition of buffer will provide feet. greater protection to the wefland thtough the addition of mature trees , and a very dense vegetation communit Elimination of 4,649 square 4,6�9 sqff of buffer �,495 square feet of buffer�nnl! be feet of buffer along the eliminated added to the eastern side of Wet(and A. northern edge of Wetland A This addition of buffer wili provide ta develop SE 136�' Street. greater protection to the wetland through the addition of mature trees and a very dense vegetatiQn communit . Eliminatio� of 240 squar� feet 200 sqft of wetland The existing degraded part of Wetland of buffer along the northern efiminated A onsite wil{ be enhancement with the ed e of Wettand A to develo lantin of native trees and shr�bs. Evendell- 16 WetlandNVildlife Report-�0062 05i 10r'2904 15: 08 2535396514 SOUhJDBUILT HQp•1ES Pf�GE 2? S E 136 Street_ DESCRIPYION �F THE COMPENSATORY MITIGATiC}N PROGRAM 1. As compensation for the unavvidable impact to 200 square feet of onsite King Caunty Ciass 2 Wetland a present{y degraded area of wetland adjacent the existing homesite equai to 4,000 square feet will be restored. Wetland restoration will be accomplished through the planting of native trees and shrubs. In addition, site � design will ensure that there wil( be no adverse changes in the existing wetland hydrology patterns (Attachment 1). 2. The buffer associated with the identified onsite wetland will be established and identified onsife. The width of the protective buffer area shall be averaged so the total square footage surrounding the buffer does not decrease and that addit+onal protection to the wetland is provided. Along ihe westem buffer boundary the buffer width will be reduced to 65% of the standard buffer width for a Cfass 2 Wetland, ta 32.5 feet as measured perpendicular #or the identified wetland boundary. For the eastern buffer boundary, the buffer width will be increased to a maximum of 100 ' feet, and will encompass the entire corner to the project site. Once ide�tified the wetlands and associated buffers wilf not be adversely modified by future land use actions. 3. As a part of the deve{opment af the required roadway improvements the actual encroachment into buffer area of Wetland A wilf be held to the minimum necessary to meet County roadway requirements al�ng the SE 136`h Street Corrid�r. Following placement of the roadway improvements ihe roadway side slope within the buffer areas will be seeded with the defned grass seed mixture (Attachment 1). 4. As compensation for the unavoidable encroachment into the buffer associated with Wetland A as a part of the development of SE136th Street the standard buffer along the east side of this wetland wil! be increased. This buffer width increase is designed enhance the wetland's function through improved visual and auditory blockage from the street crossing and greater wildlife habitat opportunities. 5. As a part of the development of the required roadway improvements the actua! encroachment into buffer area of Wetland A will be held to the minimum necessary to meet County roadway requirements along the SE 136th Street Corridor. Foi{owing piacement of the roadway improvements the roadway side slope within the buffer areas will be seeded with the defined grass seed mixture (Attachment 1). 6. All onsite activities will be monitored by the onsite biologist. The onsite bioloc�ist shall identify planting locations and planting patterns within the restored wetland and bufFer. Following the completion of onsite planting activities � "record-drawing" plan will be prepared and submitted to King County. A feve-year rnonitoring program will be undertaken fa assure the success of the compensatory mitigation plan. A projec# Evendelt- 17 WetlandlWildlife Report-d0062 05i 10r 2004 15:08 2535390514 SQUNDBUILT HOP•1ES PAGE 28 ..;; • financial guarantees will also be impiemented to assure that the proposed work is completed and is successful. 7. Temporary and long-term erosion control measures will be implemented. These measures include sift fencing during site preparation and wetland construction, and seeding of expased soil areas. 8. The outer boundary of the wetland buffer wiA be marked and fenced to limit intrusion into these areas. D GOAL AND 06JECTlVE OF THE MITlGATION PLAN The GOAL of the Compensatory Mitigation Plan is ta fully compensate for the unavoidable adverse impact to 200 square feet of wetland area and to enact a buffer averaging program that provides greater protection t� the ons�te wetland. This wetland area meets the criteria for designation as a King County Class 2 Wetland and presently exhibits a {ow function and value rating. The proposed restored wetland area wili be within with the northern portion of Wetland A wi{I provide full compensation for unavaidable project impacts while also enhancing the function and value of the wetland. Upon the completion of this mitigation plan there wi11 be no net loss of King � County reg�lated wetland functions or values, an increase 4n the potential for the buffer to protect aquatic habitats, and an increase in the potential to provide long- term protectian of wetfand and buffer areas through an enhancement ofi a degraded wetland. To achieve the defined GOAL, the following OBJE�TIVES are defined: • Plant Communitv Structure A. The enhanced compensatory miti�ation wetland area will total 4,000 square feet and will exhibit a scrublshrub and sapling tree vegetation cfasses within ; five years following initiaf planting (palustrine, scrublshrub, seasonally flooded I - PSSC). I � Natural Biolos�icat Attributes B, The compensatory mitigation wetland and the associated buffer will include I the placement of snags and downed iogs which provide nesting and cover , habitat for passerine birds common to the area within five years. P��RBVIANCE G�ITERIA � Evendell- 18 WettandlWVildlife Report-00062 I 05/10/2004 15: 08 2535390514 SOUNDEUILT HOh1ES PA6E 29 To establish whether the defined project OBJECTIVES have been met by the wetland mitigation plan, the foliowing PERFORMANCE CRITERIA have been established to apply to the campensatory mitigation wetland area. Objective A. The compensatory mitigatian wetiand area will total 4,OOb square feet in size and will exhibit scrub/shrub and sapling vegetation classes within five years following initial planting (palustrine, scrublshrub, seasvnally flooded - PSSC). Performance Criteria: As defined by Canopy Coverage Method sampling {0_25 m2 plot frame) the emergent plant community within the 4,000 square feet of the compensatory mitigation wetland area wiif exhibit at least an 80% coverage within five years following initial planting. As defined by Line- intercept Method sampling the scrub/shrub and sapling vegetation class wiil exhibit at least a 50% aeria{ cvverage within five years foilowing initial planting in those areas not identified as open water. Performance Criteria: At the end of the first growing season 100% of the installed trees and shrubs will be alive and exhibit g�owth. Those species identified as dead will be replaced prior to the start of the second growing season. Performance C�iteria: At the end of �he fifth growing season 80°/0 of the trees �nd shrubs (species combined) will be alive and exhibit growth. Objective B. The compensatory mitigation wetland and the associated buffer vuill include the placement of snags and downed logs which provide nesting and cover habitat for passerine birds common to the area within fi�e years. Pertormance Criteria: A minimum of three (3) stumps (minimum 10 feet in length, minimum 20 inch diameter at #he top, minimum 10 foot diameter at bottom of rootball) and a minimum of three (3) downed logs (minimum 2fl feet in length, minimum 20 inch diameter at 10 feet above root collar, minimum 10 foot diameter at bottom of rootball) will be placed within the compe�satory rnitigation area to provide habitat for passerine birds c�mmon to the area. (Appendix B). , Pertormaroce Criteria: The compensatory mitigation area will be used for cover i by at Ieast two species of passerine birds cornmon to the area within five � years of completion of construction of the mitigation area. This will be � monitored through observations and photographs of individual birds and habitat utilization. !VlITlGATIOfV REPLACEMENTIEIdHANCElNENT Evendell- 19 WetlandlWildlife Report-00062 05!10!2064 15:08 2535390514 SOUNDBUILT HOMES PAGE 30 The selected mitigation area will make an improvement to the functions and va{ues offered by the existing onsite wetland and buffer while also providing a wider range of functions and values not presently exhibited onsite. Primary features offered by the selected mitigation plan includes a higher functioning wet{and area, greater water quality protection to downstream resources, greater opportunity for biofiltration of surFace water, greater water storage capacity, greater diversity of plant species and plant community associations, greater dive�sity of wild{ife habitats. � Overatl, the proposed mitigation plan will provide a higher quali�jl and a wider range of functions and values per unit area that presently exiti�g onsite within Wetland A. The proposed mitigation plan offers the apportunity to replace existing low function wetland with an area of greater functions and values. In addition, prvvisions will be put into place that will allow for the long-term Rrotection and preservation of the entire wetland mitigation area, together with monitoring to ensure that the plant communities and wetland hydrology features are established. SUMMARY TABLE OF WETLAND FUNCTIONAL BENEFtTS MITIGATION ELEMENT WETLAND FUNCTION BEFVEFITS Establishment of a diverse plant community • . Natural Bio{ogical Function and habitat features within the wetland and • Water Qualiry buffer areas, Enhancement of ihe mitigation wetland area • Hydrologic SuppoR I through selective site excavation. • Stormwater 8� Floodwater Storage � • Water Quality I • Natural Biological Function � • Groundwater Rechar e Removal and management of invasive • Water Quality s ecfes. • Natural Biolo ical Functian Use af temporary and long-term erosi�n • Water Quality - control technolo . SELEC�'ED PLANT COMMUNIT[ES The plant communities and plants selected for the created wetland and restored/ enhanced wetland and buffer areas will be obtained as nursery stock. These selected species are native and commonly occur in the local area. The plant species are selected to increase plant diversity, match present onsite communities, increase wildlifie habitats, and enhance the aquatic environment. IVUlVIBER C�MMON NAME LOCATION PROPOS�D PROPOSED INDIC�ITOR SCIENTIFIC NAME SPACING oc 31ZE STATUS 20 Western red cedar(THP) Wetland and 12 - 15 ft 5 ft height FAC Thua Ucafa buffer minimum Evendel{-2Q WetlandlVNlldlife Repert-00062 05�'10i'2004 15: 68 2535�90514 �OUNDBUILT HOMES Pr�6E 32 essentia( element during pre-construction site inspections and discussions. Onsite technical inspection during construction and planting activities will be implemented by the combined efforts of the project biologist and King County wetland staff. The project bio(ogist will perfarm construction oversight and address minor unforeseen construction difficulties to assure that the intent of the buffer establishment plan is met. The project biologist shall also be responsible for assuring that the species and sizes of �ative plants selected and noted within the fina! planting plan are utilized during construction. The project biologist shall also be responsible for the placement of all trees and shrubs. ff selected native species become unavailable, the project biologis�t ' will consult with King County wetland staff for substitute plant species to assure that the ` intent of the stream buffer establishment plan is met. Post-construction site inspectionl evaluation will include the preparation of a "record-drawings" which will be submitted to King County wetland staff. WATER QUALITY PROTECTIONS DURING CONSTRUCTlON The project team will implement a wide range of water quality p�vtective measures during and immediately following the const�uctian of the compensatory mitigation area. This pr�tecti�e measures include the piacement of appropriate silt fencing along the outer boundary of the buffer area to be established, short-term silt fencing adjacent to the specifically identified wetland and buffer excavation areas, work during the drier season of the year, the use of well maintained machinery, the seeding/mulching of all exposed soil surtaces within two weeks from the final completion of site excavation, and the irrigation of the wetland and buffer areas to ensuce plant cort�munity establishment. In addition, best management practices as identified within the erosion controi plan prepared for this p�oject site will be used during the ent+re construction phase to pratect water quality. COPIS�RUCTIOM SIEQUENCE - TASK APPROXBMATE DATE OF COMPLE�ION Initial onsite team meeting to define final construction steps September 30, 2001 and ro'ect team tasks. Qnsite marking of wetland cr�ation area and outer b�offer October 15, 2041 boundaries. Placement of p�otective silt fencing and other erosion rotections as needed. Plantin of wetland and buffer areas. IVovember 15, 2001 Final canstruction re ort Navember 30, 20Q1 PR�JE�T IVIOIVITORlNG Evendell-Z2 ��Vetland�ldlife Report-00062 05;'16l2064 15: 08 25�5390514 SOUNDBUILT HOP9ES PA6E JJ Following the successful completion of the proposed campensatory mitigation plan a fide-year monitoring and evafuation program will be undertaken. The purpose ofi this program is to assure the success of the selected mitigation as measured by an established set vf performance criteria (see above�. This monitoring will also provide �a(uable information on the effectiveness of mitigation procedures. STANDARDS OFSUCCESS Vegetation Sampling Nlethodology ane! I►lionitoring Schedule Permanent vegetation sampling plats will �e located within each planting community in ' areas representative of the communities being sampled. These sampling plots will be located along specific transects and at stationary identified points. Observations and measurements will be recorded for all plant species in order of dominance based on the relative percent cover for each species wi#hin the various vegetation strata. Sampling for tree and shrub species will be compl�ted in 30-foot radius sampling plots. Stratified methods witl be used to increase the precision of sampling data while also maintaining elements necessary for statistica! inferences. The evaluation of the success of the enhancement program will be based on the expected cover percentages to be defined within the final compensatot}+ mitigation plan and the sefected 80% survival rate at tfie end of the fif4h growing season following initia! planting. The percent of aerial cover and the percent survival rate will be based on combined cou�ts of existing and planted species during vegetation monitoring. Sample location wifl be shown on the design and the "record drawings" plans, and wi(I correspond to identified photo points. Trees and shrubs wiil be �isually evaluated to determine the rate of survivorship, health, and vigor of each plant. The categories to b� used will include live, stressed, tip dieback, basai sprouts, not found, apparently dead, and deaci. �l�geta#aor� Monitoring 1. Upon the completion of initial planting and as a part of each monitoring period the project biofogist will counf the number of plants which were planted within the wetland and buffer areas. �Piants will be ident�ed to species and observations of general plant condition (i.e., plant health, amount of new growth) are to be recvrded for each plant. 2. At identified sample plots within the created wetla�d and the enhanc�d buffer areas the project biologist will determine percent coverage of vegetatiort using the Canopy Coverage Method sampling �Q.25 m� plot frame} procedure for emergent species and by using the Line-intercept Method sampling procedure for the scrub/shrub and sapling tree species. 3. Within the entire mitigation area the project biologist will caunt the number of undesirable invasive plants and �s�imat� the aeriai coverage (as if the obs�rver Evendefl-23 WetlandlVVifdlife Repart-00062 05!10�2004 15: 08 2535396514 S�UNDBUILT HOh�ES P�GE �4 were looicing straight down from above) of these invasive plants. Undesirable plants inciude blackberries, Scot's broom, tansy ragwort, reed canarygrass, and other such plants listed in the Washington State Noxivus Wsed List. 4. Within the entire mitigation area the project biologist will count the number of desirable "volunteer" plants and estimate the aerial coverage of these plants. 5. The project biologist will take photographs that show the entir� mitigation area. During the five-year monitoring period phetos will be taken in the same direction and at the same location to provide a series of photos. These photos will show plant growth, plant species, and plant coverage. 6. Upon the completion of the initiai project planting and upon the compietion of each J monitoring period the project biotogist will prepare a report defining methads, . observations, and results along with the date the observations we�e completed_ Each report will be sent to King County wetlands staff. 7. The monitoring schedule is defined as: A. Af the completion of initial project plantinst. This report will include a "record drawing" defining the species used, locations, and gener�l site cvnditions. Th"rs report will also include a "lessons (earned" section to assist in future monitoring and final project assessment. This °record drawing� and report will be provided to the County within two weeks after the completion of onsite planting. B. Twoce a year for years one throuqh three followinq the c�mpletion of initi�l onsite pfantinu. Fo� each monitoring year, onsite monitoring vvill be completed once early in the growing season (la#e March to rnid-April) and once again near the end of the growing seasan (mid-September). �or each ansite monitoring activity a report will be prepared and provided to the Count}r within two weeks after the completion of onsite monitoring. C. Once a �ear for vears four and five followinq the campletion of ini#ial onsite lantin . For each manitoring year, onsite monitoring will be completed once near the end of the growing season (mid-September). A report will be prepared and provided to the County within two weeks after the campletion of onsite monitoring. Vegetation Monitoring Sequencing MONlTORING VEGETATiON MONITORING SUBMITTAL OF iVION�TORING YEAR REPOR�' YEAR-'f On or about A ril 15, 20Q2 Re ort due Ma 25, 2Q02 on or about Se t. 15, 2002 Re ort due Oct. 15, 2Q02 YEAR-2 On ar about A ril 15 2003 Re o�t due Ma 25, 2003 on or about Se t. 15, 2003 Re ort due Oct_ 15, 2003 YEAR-3 On or about A ril 15, 2GQ4 Re ort due Ma 15, 20�4 Evendell-24 WetlandNVildlife Repo�t-OQ082 05;'10i 2004 15:0S 2535390514 SOUNDBUILT Hf�tES P�GE 35 on or about Se t. 15, 2404 Re ort due Oct. '15, 2�04 YEAR-4 on or about Se t. 15, 2005 Re ort due Oct. 15, 200� YEAR-5 on or about Se t. 15, 2006 Re ort due Oct, 15, 2006 The last monitoring �eport dated October 15, 20Q6 will include notification to the County biologist that the monitoring program has concluded and that County review and site inspection is required for project analysis and release of the financial guarantee. This final report will also include a °lessons learned" section to assist and fina) project assessment and to potentialty assist in the evaluation other mitigation p�ojects. WILDLIFE �BSERVATIOh1S � Observations of wildlife will coincide with the onsite activities undertaken as part vf the Vegetation Monitoring Program. The onsite team wil! dacument the extent of bird species abundance, site utilization, nesting and feeding activities, and species diversity. In addition, documentation of terrestrial and aquatic reptiles, amphibians, and mammals observable without trapping wi!( also be documented. Wildlife observations will be dacumented within the Vegetation Monitoring Reports noted above. VEGETATION MAINTENANCE PLAN Maintenance of the enhanced wetland and buffer plant communities may be required to assure the fong-term health and welfare of the wetland's and buffer's environmental functions. Such maintenanc� would be identified during the monitoring period and undertaken only following discussion and coordination with King County wetland staff. The overail objective is to estab(ish undisturbed plant cornmunities that do not require maintenance. Activities may include, but are not limited to, the removal of invasive non-native vegetation and the irrigation of selected areas. Established maintenance activities include the removal of any trash within the wettand and buffer. Temporary irrigation will be established (if necessary) to ensure one-inch of water from June through September of the first year foilowing installation of the plantings. The need for temporary irrigation of these areas during subsequent years will be defined during the spring monitoring period. REM01/AL C)F ONYAS(VE NON-NATlVE VEGETATION As a contingency, should the rsrnoval of invasive no�-native vegetation become necessary, the project proponent will contact ICing County wetland staff to establish and define specific actions to be taken. Resultant contingency plan activities wiH be implemented when the ongoing vegetation monitoring prograrn indicates that plants listed in the Washington State Noxious 1lVeed List, b(ackberries, Scat's broom, tansy ragwort, or �eed canarygrass are becoming dominant in the community. Evendell-25 Wetlandl�Nldlife Report-00062 05;'10;''2004 15: a8 2535390514 SGUNDBUILT HOMES P�GE 36 CONTiBVGEIVGl' PLAN As a contingency, should the proposed compensatory plan €ail to meet the performance criteria, the project praponent will undertake required remedial actions. Where plant survival is the failing c�mpbnent, the project proponent will replant and assure the success of this second planting which would be held tv the same standard of success as measured by threshold critena and monitoring processes. Should additionat remedial actions be required, the project proponent will meet with King County wetland staff to establish and de�Re actions to b� #aken to meet the desired goa! of this program. PLANTING NOTES � All piant materials shall be native to the Puget Sound Region. The onsite biologist shaif inspect plant materia(s to assure the appropriate plant schedule and pla�t characteristics are met. The project proponent shali warrant that all plants wifl remain alive and healthy for a period of one-year following completion of planting activities. The project proponent shall repface a11 dead and unhealthy plants with plants of the same specifications. FINAfVCIAL Gl1ARAfVT�E Financial guarantee will be provided for this project to ensure project completion and performance. This guarantee is defined usin� the standard King County Bond Quantity Worksheet (Appendix B). Evendeif-26 WetlandlWifdlife Report-00062 05;�10i'2004 15: 08 25�5390514 SOUhJDEUILT HOMES P�GE 37 FIGURES , Evendell-27 Wetland/Wlidlffe Report-ap062 0511012004 15: 63 25�5390514 SnEJNDBUILT HOh1ES P�GE �5 .� ',;i�Y""p;t'. _••wv /as;`'�'�'k"�� .�7. l.L.f` ¢,�T'f- ! i �"�`� :h '"1?�'==:7� i r-N.,, �� e;� ; l�.JI j �"'��FS'� �� SE � ^� { �� ; , � 5� 4L t < :z ;fr��; , - ' � 5 r } S-J- f 1- � �� '';��,d� �, r,H � _..,�:,.�:�--��,;�r SE? 13IST � ST Qi �� ' ' � �„. , sE � L32ND ST � �I ! � zaisr 41 j Qj r ! . 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I 1 I � � I � � � I I (1 1 f �� FI�tiR'� � '�"��H�1��.'�Ca�E� P�I� �tes�u��e IIIla�p�i�� 05ii0,'2004 15: 02 2535390514 �OUNDEUILT HOP�IES P��GE al ,- .. ..::.,..� �: ... F ' ` . __, : , : �. . ; ,. •.�' , . ._.. � .. _ � _:. . -,.:- . ., ..._..�.� �� r,,..� . . .. .- . ., ' • :;.. ., ,. . _ . . - . 'j;•` ,�i, - .t�. : ^�� .. � .* � . . c . ,, . �. � � . .. �..: . ` � : . �:`a .. �. i�' � . l. �1 . i � - �... .. ,; .. �gG �� - - :; - ,,� ._ . ; Y . .. �� . .� / f .��' � -.: '�-w tiv,:.� f � .'� e!`1:'ti �~ . � s- _ � .,�+�, � � � � µ . 1 .,;Y��»r`F �. , � . ., .� f,`yay y A y� � ' � a �•, .y � � �:. i r?'��.""�7n� �. .a .a �l. 5 �u .p�,t' i-��. . ` a. • �a1r �� .w. e .�. ,..[��"�''_��"."y.> � - _ � � LJ,[V��' ::i�: .r: � �.: <•r 7 �. : �. • •-• � ��'-. i .a,.i . . s� '� � b � �� •' . • � . �. �. ■ .t . �. , : i� .r � � � :}• r _ , � " �� , _ `�a r� � � . .� F� �� . . � • . . �\�t�.'.! i �.��', �� i , t .. .. .. '� • �s�ra s s�,�,e �� f . �� . .'ss * ... . .. �. �: �aM:��e. . . � ■ .. I .�,�� _ ' . • ' .� �f� • `I ` ' .� ' • `� � '• =..}.�I,. . � `,_.�, i.��• � I' � � �' I � �' �� . • , � �.�� '!'. .. • •! t�a� �.. � O • i s � R � ■. � �% .K'�' �. t a �� , •�. ��.�.f• T • ,M �.� t E s • � Li ■ � �� ■ * s r . �.�' ■ a a : � �� v ■ � d •• �. �' ` '� e � �� . � �� _ �..�;. .. , . _ . , ��. ;.F: _ , . � �!�' . ^ f�. �, �� 14�gG �:- . . •.�� . y...•�'��•� .'.� M � � . . . .. � �,I�. : _ . � - • . --+,�•� . � ■'■ t �. . . . - . � • ■�. . . ...��. a . � . . _ E>. � . - - - - r . . . . . ' . ".f� a � ■ ' _ , k1� • . � ..�r,� • c � � e � . Y 1'�1�,�IT�1'T �I��ar� � �'oE�l��l��t9�� oi� 14Aapping 9 05�'10f 2004 15:08 2535390514 S01 iN�BUILT HONIES FHGE 42 REFERENCE LIST Adamus, P.R,, E.J. Clairain Jr., R.D. Smith, and R.E. Young_ 1987. Wetland Evaluation Technique (WET); Volume II: Methodology, Operational Draft Technical Report Y-87, U.S. Army Engineer Waterways Expenment Station, Vicksburg, Mississippi. Cowardin, l..M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. Office of Biological Services, U.S. Fish and Wildlife Service, U_S. Department o;the lnterior, FWS/OBS-79/31. Environmental Laboratory. 1987. "Corps of Engineers Wettands Delineation Manual," Technical Report Y-87-1, US army ��gineer Waterways Experiment Station, Vicksburg, Miss. , Hitchcock, C.L., A. Cronquist. 1977. Flora of the Pacific Northwest. University of Washington Press. Seattle, Washington_ Horner, R.R. and K.J. Raedeke. 1989. Guide for Wetland Mitigation Praject Mon�toring. Washington State Department of Transportation. contract number GC8286, task 6. King County Department of Natural Resvurces_ 1993. DRAFT Wildlife Management in King County: Issue Paper_ Mikol, S.A. 1980. Field Guidelines for Using Transects to Samp(e (Vvngame Bird Populations. U.S. Fish and Wildlife Service publicativn FV11S/OBS - 80/58. Reppert, R_T., W. Sigleo, E. Stakhiv, L. Messman, and C. Meyers. 1979, Wetlard Values - Concepts and MethQds for Wetland Evaluation. Research Report 79-R1, U.S_ Army Corps of Engineers, Institute for 1Nater Resources, Fort Belvoir, Virginia. U.S. Department of Agriculture, Soils Conservation Service. Soils Survey of King County Area Washington, Nov. 1973. 1Nashington State Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. Publication Number 96-94. Washington State Department of Fisheries, Gatalog of Wa�hington Streams and Salmon Utilization, Volume 1., 1975 Evendell-28 `NetlandMlildlife Report-0a062 � 05:�10I2004 15:0� 2535390514 SuUNDRUILT HOP�ES P�GE 43 APPENDlX l� FIELD DATA FORiVfS > ' Evendell-29 Wetland/Wildiffe Report-d0062 9 05!1e12604 15:08 2535390514 Si�UNDBUILT HOt��?E5 F�GE 44 SaMPLE PLOT 3P1 DATA FORM RQU7INE WETL4IND D�TEdtMINAT1oN ('�9�7 COE 1NETLAWD3 DEUNEAT!{3N MAPIUI�L} Projec�/Site Evendell Daie: 1T Ju1_y Z000 _� App4icantlOwner. Mr. Mike Romano Courrty: Pierce Irnrestigator: Habitat Technot ies State: Washington � \ Have veAetafion,soils, or hydrology been disturbed? YES EV Cornrnunity ID: Is tt}e area a pvterrtial Prvblem ar8a? YES �lC�h Ttsnsect tD: (If needed, explain on reverse} �� Plot ID: SP1 VEGETATION (Note those species observed to have morphalogical adaprati�ens to wet(ands with an�} omf Plan am In i ar po inant PI 5 e ' S Strat in i or 1_ 2. Acer macto h lum Tree FACU � 3. 9a . Corylus cornuta 3hrub FACU 4. Rubus s ectabilis Shrub FAC+ 5. Rubus mcera Shrub FACU - 6. Rubus lacirretus Shnib FACU- 7, pteridium a uilium Hert� FAGU 8_ ��rcent of Dominant species thet are QBL, FACW,or 0°�L 4C (except FAG). Include species noted (� as showing ...orphological adapta�lons to wetlands 'I Des�cribe Morphulogical Adaptations: Remarks; fdear raded roadbed HYDRQLOGY Recorded Data {Descrtbe in Remarks�: Wetland Hydrology Indicafors_ � Stream,Lake, or Tlde Gage Inundated j Ae�al Photograph Saturated in upper 12" iOther Water Marks � X No Recorded Data Avaitable Drift Lfnes Sediment Deposfts �iELD OBSERVATIONS: Drainege Pattems in Wei.tands � Oxidized Root Channels in Upper 12" Depth aF Surtace Water: a" Water-Stai�ed Leaves �_ Depth to Free Water PFt: 0� Locat Sal Survey Data Depth to Saturated Sa7: 0• �ther+�xplaire 9n R�TtarEc�) I Remarics: Decicluous forest I � � 05;'10!2004 15: 03 2535�90514 SOUNDEtUILT HONtES PaGE 45 SAMPLE PLOT SP1 fep Unit Name:Alderwvod gravely sandy Drainage Cla�.s: i axonomy (Subgroap):Dystric Errtic Durochrepts Field Observations Conflrtn Map�ed Type Yes No Pr�te �escription: Oepth Mat�c Cator Mottle Colors Mattte Texture, Concr�tions (nches) Horizon (Munsell Moist) (Munsell Moist) AbundencefConirast Rhizospt�eres, etc. 0-'I 8 10 YR 3!3 None None Gravelly loam HyQric Soli Indicators: Hi�tosol Concretions � Histic Epipedon High Organic Content in Surface Laysr �...__ Sulfidfc Odor Organic Streaking _ Probeble Aquic Moisture Regime L'�sted an Local HyGric Soits List Reducing Condr�ons Lfsted vn Natwnal Hydric Soils List � Gleyed or Low Cl�mms Colo� Other(E�I�io in Remarks) ��narks: �.�ki indicatvrs of hy�dric sal NOT prese�t VYETLAND DETERMINATI�N Hydrophytic Vsgetation Present? YES Hyd�lc Soils Present? YES Wetland Hydrvtogy Presertt? � Is this SampEing Point ewithin a NO Wetland? Remarks: �111ETLAND �ftlYEi�tA NOT NlET Area appea�rs to drain well fotivw6ng geasonal stornt events 05:''1012064 15:08 2535390514 SOUNDBUILT HOhAES P�GE 46 � - SAMPii.E PLO� SP 2 DATA FOR�II! ROUTINE WETLAND DETERMINAI'ION (196T�E 1NETLAND9 DELINEATION MANUAL) Project/Site Evendell Date: 1T July 2000 Appticant/Owner. Mr. ilAike Romana Gourrty: Pierce Investigator. Habitat Technologies State: Wsshington Have vegetatfon, soNs, or hydrology been disturbed? YES N Commurrity ID: ts the area a poterrtiat Propiem area? YES Tr�nsed ID: (If needed, ex�lain on reverse) Plot ID: SP 2 VEGETI�TIQN(Note those species obseNed to have morphalogicaF adaptations to wetlands with an') D i artt Pla cjes S nd' ar po "n Pta S cles Stratu ( icator i. 2. Sa . Po ulus tricttoca a Shrub FAC � 3. Carex obnu a Herb OBL ` 4. Juncas effusus Herl� FAGW 5. _ 6. 7. 8. pa�:ent of Dominarrt species that are OBL.FACW, or tOQ'f` ,G (exoept FAG)_ Include species noted (")as showing ►rphotagical adaptations to wetlands Describe Morpnalogical Ada�ations: Remarks- swale de [+ession on e of h�mesite ane� HYDROLQGY RecvRled Data (Describe in Remarks}: Wetland Hydralogy Indicators: Stre�m,Lake, or Tde Gage Inundated Aerial Photograph Saturated in upper 12" ,.__.__ Other X Water Marks 3( No Recorded Data Availabte X Drift Lines Sediment Deposits FIELD OBSERVATIONS: X Drafnage Pattems in Weilartds O�ddized Root Channels in Upper 12" Depth of Surtace Water. 0' X Wader-Stained Leaves Depth ta Free V4later P6t: 0 • Local Soii Surrrey Dat� �� = Depih to Saturated Sait_ 0�� Other(Explafn in Remarks) , Remerks• Depr�ssionional swale on edge ot cle,araed P�ome�rte Ne�ct to slash p�le and root beli � 05i10i'2064 15:03 2535390514 �OUNDEUILT HOMES P�GE 47 a SAMPLE PLOT 5� 2 lap Unit Name:Alderwaad gravetty sandy Drainage Glass: �axonomy(Subgroup):Dystric Errtic Ouroc�repts Fietd Observations Confirm�A�pped Type Yes No Profile Oescription: Depth Matrioc Color Mottle Colors Mottle Texture,Cancretions (inches) Horizon (Munsell Molst) (Munsell Mast) ADundancelCoMrast Rhizospheres, etc. 0-8 10 YR 211 Nvne None Grayelryr loem 6-18 10 YR 4N 10 YR 3!2 PromJcommon c�ay ioam Hydri�Soi!tnd�cators: Histosol X Cancretions � Histic Epipedan High Organic Curtterrt in Surtace l.ayer ._.� Suifidic Odor Organic Streaking X Probabte Aquic Mvlsture Regime Listed on Local HydriC SoHs List _�� Reducing Canditions Listed on National Hydric Soits List X Gleyed or Low Chroma Colors Other(Explain in Remarlcs) `�, RAmartc$; � �rld indlcators of hydric soil present WETLAND DETERMINATION Wydrophytic Vegetation Preser►t? NO Hydric Soils Preserrt? NO �Vetland Hydrology Present? rvo 1s thi� �ampling Point within a YES W@��I9�? s Rematks: V'JETLAND CRtTER111 IW�'P' Area appears to drain poorly fallowing se�sonai storm events 05r?a,�2a04 15:e� 2535390514 SOUNDEUILT �-+OMES Pr�GE 43 m . SAl1APL�PL�DT SP 3 DATA FORM Rt9UT1NE WETLAND DETERMINATION (19g7 COE�T1.ANDS DEiJNEATION LiAANUAL4 Projectf5ite Evendell Date: 1T July 2000 ApplicantJOwner: Mr. Mike Romano Courrty: Plerce Investigatar. HabKat Technologfes State: Washington Have�egetatior�,soils, or hydrology been dfsturbed? YES �NO Community ID: ts tRe srea a potential Problem area? YES M� Transect ID: pf needed, explain on reverse) Plot ID: SP 3 yEGETATION(Note those speties obserer�d to have morpAologieal adaptations�o w�tlands rnritlt an•) Dorni lant S s St 1 ' � Do ' a t Pla ies Stra um dica or 1. 2. Sa . Alnus rutrra Shrub FAC 3. Carex obnu Herh 06L 4. Ph�la�is arundinacea Herb FACW 5. Salix sPlchertsis Sctub FACW 6. - 7. 8. p��M of Domfnarrt species that are OBL, FACW�or 9009b ,C (except FAC-). InGude species noted ('�as showing ►rphofogical adaptafions Eo wetlands � Desc�ibe Mo�phological Adaptations: Remart�s: swaie deprassion on edge of�mes��te anea � 6�IYDROLOGY Recorded Dafa (Describe in Remerks): Wetland Hydmlogy Indicators: Stream, Lake, or Tide Gage (nur��ted Aerial Photograph Saturated in upper 12" Other Ji Wat�r AAarks X No Recordecf Data Available X Dtift Unes Sedirnent Depasits FIELD OBSERVATfONS: X Dr�inage Pattems In We�tlands O�ddized Root Chanrrels in tlpper 1Z" Depth of Surta�e Water. 0" X WBter-Stained leaves Depth to Free Water Pit: 0" Loca!Sol{6urvey Date _ Depth to S�aturated Soil: 0' Qther�E�aQlain ln Rem�r�cs} Rernartcs: Depnessicnional srvate on�dge of cleared Pfomesite 05!1H:''2004 15: 0S 2535390514 SLUNBEUILT HGF�tES PAGE 49 9 5AAAP�E PLQT SP 3 �p Unit Name:Alde�voad gratrelly sandy Dreinage Class: Taxonomy(Sutagraup}:Dys4ric�rRic Durochrepts FIeIB�bservations Conflr�rt Mapped TyFe Yes Na Profile Description: Depth Matebc Caior Mottle Cotors MotHe TexEure, Cortcxetiorrs (inches) Horizon {Munselt Moi� {Munsell Moist) Abundance/Carrirast Rhf2ospher+es, etc. 0-6 10 YR 2J2 None None Gra�efly loarn 6-18 10 YR 3!4 None nane gravelly loam Hydric Svjl Indicafors: Histosol Cancretions —_.,.� , Histic Epipedon High Organic Conierrt in Su�iace Layer Sutfidic Odar Organic Streaking Probable Aquic Masture Regime Listed on Lvcal Hydric Soils List Reducing Condiiions �� Usted on Natianal Nydrie Solls List Gleyed ac Low Ghroma Colors Other(Expfain in Remarks) — mahts: Fi�ld indicat�hydrie�oil not pr+esent � 1RIETLAND DETERMINATIAN � Hydroph�tic Vegetation Present? /� Hydric 3oils Present? `J4€S Wetlend Hydrology Preserrt? YES ts this Smna�ling Poirtt wethin a We#I�nd? ' Remarks: WETLAND �RITERIA I�OT MET Sample plat on e�ge of def�ned w�tJand Area appears to draan wefl following seasonal stoirm events 05I10i'20e4 15: 08 2535390514 SOIJNDBUILT HOMES PAGE 50 II � 3AMPLE PLOT 5�4 • DATA FORM ', ROl)TINE WETLAND DETERMiNAT10N (19�7 COE WE'dLANDS DELINEAT]aN MANUAL) ' ProjectlSite Evendell Date_ 17 July 20Q0 ApplicartUOwr�er. Mr. Ahike Romano County_ Pierce fnvestigator. Habii�t Technologies StBte: Washington , Have vegetation,soiis, or hydrotogy been disturbed? YES NO Comrriun�y ID: ', ts the area a potentlal Problem area7 YES NO Transed ID: , (If needed, explain on reverse) Plot ID. SP 4 VEGEI'AT10N(Note those species observed to have mo�hological adaptations to wetlands witfi an") �I Doml an 1 M S 'es um Indi Do ' ant P a eaes dic�to ; 1. 2_ Sa .Alnus rubra Shrub FAC � 3. Carex obnu a Herb OBL �; 4. Phalaris arundinacea He� FACW � ' S. 6. 7. 8. ercent of Dorninant species that are OBL, FACW,or 100°,6 G (except FAG). Include species noted('}as showing rphologfcal adaptations to wetlands Describe Morphological Adaptations: Remahcs: swale de uession on ed e af homesite ar�e� HYDR�LOGY • Recorded Data (Describe in Remarks): We�land Hydrology Indicators: Siream, lake. orTide Gage inundeted Aerial Photograph Saturated in upper 12" Other X Water Marks X No Recortied Data Available X Drift Lines Sedimerrt Deposits FIELQ OBSERVATIONS: X Drainage Patterns in Wetlar�ds �ddlzed Root Channels in Upper 12" �epth of surface Water. o" X Water-Stalned Leaves Depth to Frse Wster Pit 0' Local Soil SurveY Data Depth to Saturated Soil: 0' Othe�SExplain ln Remarks� Retnarks: Dspressionional swale vn edge of cteared homesite • 05:'10;'2004 �5: 68 2535390514 SOUNDBUILT HOh1ES P�;GE 51 � SAMPLE PLOT SP 4 • �p Unrt Name-Alderwood graveliy sandy Drai�lage Ctass: ��conomy (Subgroup):Dyst�ic Entic Durachrepts Field Otx�►vatlons Cor►flrm Mapped Type Yes fYo Profile Description: Depth AAatrioc Coior Mottle Colors Mottle Texture, Conccetiorrs (inches) Horizon (Muruell Moist) (Munsell Moist) AbundancelCoMrast Rhizospheres, etc. I � 0-6 10 YR 2!1 Nvne None G�vefl�loam '' 6-98 10 YR 4!1 10 YR 3/Z PromJcomrtton Clay laam , I I � Hydric Soit Indirators; I� Histosol X Concretions I Histic Epipedon High Organic ConteM in SurFace Layer � � Sulfidic Odor Organic Streak'uig '� X Probable Aquic Maisture Regime � Listed on �ocal Hydric Soils List I Reducing Gondftions Listed on N�tional Hydric Soils list I X Gleyed or Loyv Chroma Colors Other(Expfain in RErnarks) i or �-marics: rreld indicators of h�►dric soil eres�errt WETLA111D DETERMtNAT10N Hydmphytic Vegeta4on Presevrt? NO Hydric Soils Present? NO Wettand HYdrology Present? NO {s this Sampling P4int within a YES Wetiand7 Remarks: WETI..AND C921TERC�1 RAET Area appears to drain poorly following seasonat storm events �5:`10:`2004 15: 00 25�5390514 SOUNDEUILT HOh�1ES Pr;GE 52 9 SAMP�E PLOT SPS � DATA FORM ltOUTINE WE'TLAND DETERMINATION (198�COE WETLANDS DELlNEl4T10N MA�IU/4�) ProjectlSife EvendeN Date: 1:July 2000 App(icaMl�vvwner. Mr. Mike Rom�no CauMy; Pierce irtvestigator. HaDitat Technoi ies State: Washington Have vegetation,soils, or hydrology been cfisturfied7 YES � Community ID: Is tfte area a poterrtfal Problem area� YES � Transect (0: (If rteeded, ezplain on reverse} Plot ID: SP 5 VEQETATION (Note those spec6es observed to have marphologic�l adaptat]ons to wetfands with an'�} inar�t ecFes I ' or Da i !aM S t dic o 1 I 2. Atnus iubra tree FAC I 3. q, I , 5. Rubus cera Shrub FACU � 6. Rubus laclnatus Shrub FACU- '�, 7. Ptericfium a ullium Herb FACU ' _ 8. II Pet�cenE of Dominant species that are 08�, FACW,or 259�1� , ,C (excep[FAG). InGude species noted ('� as showing �rphological adaptations to wetlands Describe Morphological Adaptations: Remacks: Cleared homesit�aree NYDROL,OGY Recarded Data (Describe fn Remarks): WeBand Hydrology Ind(cators: Stream, Lake, or Tide Gage Inundated Aerial Photograph Saturated i� upper 12' __..___ Other Water Marks X No Recorded Data Available Drift Lines Sedime�t Deposits FIELD OBSERVATIOIVS: Drainage P�items in Wetlar►ds O�ddized Root Channels In Upper 12 " Depth af Surtaae 1Nater. 0" X W�e�-Stei�ed Leeves Depth to Free Water Pit: 0' l.vcal Soll Survey Data Depth to Saturated Soel: 0" Oth�r�Ex�latn in Remarks) R�rnarks: Deciduow forest -- - -� a5,`ie; 2eea 15:08 2535390514 SOUNDBUILT HOPAES PA6E 53 �, SAMPLE PLOT SP6 ap Unit Name:Alderwood gravellr sandy Drainage Ciass: i axonomy (Subgroup}:Dystric Entic Durochrepts Field Observatlons Confirm Mapped Type Yes No Prafile Descriptfan: Depth Matrbc Color Mvttle Colors Mottle Texture, Concretions (nches) Horizon (Munsell Moist) (Munsefl Moist} Ab�ndance/Contrast Rhizospheres, etc. 0-8 10 YR 212 None Norte Gravelly loarn 8-18 10 YR 2/2 10 YR 5/8 FainUuncommon loam HyCric Soii Indicators: Histosol Concretior�s Histic Epipedo� High Organlc CoMent in Surface Layer Sulfldic Odor �rganic Streaking � Probable Aquic Moisture Regime Listed on Local Hydric Soils List Reducing Conditions Listed on National Hydr4c Sols List Gleyed o�Lrnnr Chroma Colors Other(Explain fn Remarks) ^�rrtarks: �veld indicators M hydric s�il NOTgresent �� VYETLANO DETERMIINATION Hydmphytic Vegetation Present? YES Hydric Soils Present? YES L Wetfand Hydrology Present? YEs No !s this Sa�tpling Point within a N Wettand? Remar�cs: 1�lETLAND CRITERIA lVOT MET Area appears to drain well�altowing seasonai storm ever�ts I�, �, � 05i1�!2�F4 15: 9� 253539e514 S��UNDEUILT HGr9ES P:;GE 54 .m - SA@4NP�.� PL��' SP 8 DATA FORM ROt9TINE 1AIETL�IND DETERMINATION (9987 COE WETLAND8 DEL.INEATION MANUAL) Project/Site Evendelt Date: 1T July 200Q ApplicarrtlOwner. Mr. Miike�omano Cour►ty: Pierce Investigator: HaDifat Technol ies Stat�: 1Nashingfon Harre vegetaEion,soils,or hydrology been disturbed� YES N Community ID: Is the area a potentiel Prablem area? YES O Transect ID: (lf needed,explain on +everse} P(ot ID: SA 8 VEGETATIQN(Not�e those species obs�rved to ha�re morphological ada�tions to en�etlands with an•) Domin Warrt S cies ratu Indl Do ' rxt c'es S icafor 1. 2_ Sa . Po ulus USchoca a Shrub FAG 3. 4. Juncus effusus Her'b FACW � 5. Rubus laciniatus ShruD FACU- 8. 7. 8. pp�cent of Dominant species that are 08L,FACW,ar 669�5 C (except FAG). tndude species noted('�as showing r�hological adaptations to weilands Oescribe Marphofogical Adaptations: Remarks: SI ht de ressiQn on ed e of homesite area HYDROLOGY Recorded Data (Describe in Remarksy: Wetland Hydmlogy Indicaf.ors: Stream, La#ce, o�Tide Gage fnundated Aerial Photograph Saturated in upper 12" � �ther l( Water Marks x No Recorded Data Available Drift Lines Sediment DeposHs FtELD OBSERVATIONS: Drafnage Pattems in Wetlands O�ddized Ro�t Channels in Upper 12" Deplh af Surtace Water. 0" X W�tec Sisined Leaves .�_ Depth to Free Water PR: 0' Locai Soil Su�vey Data __— Depih to Saturated Soil: 0" Other(E�lain�n Rert�at4�s} Remarlcs• ,light depre.ssion on edge ofi cleared homesrte Plezt to slash pile and ro4t baH 05i'1E�%2064 15: 08 2535390514 SOUNDEUILT r-+0�'�1E� F'�GE �5 � SAAAPLE PLQT SPS � ip Unit Name:AlOgrwood graveily sandy Drainage Class: .yxonomy(Subgroup):Dystric�rrtic Durochrepts Feid Obsenrations Confirm Mapped T,�pe Yes No Profile Description: Depth AAatrix Color Mattle Colors Mc�itle Texture,Conaetions (nches} Horizo� (Mu�sell Moist) (Munsel!Moist) AbundancelCoMrasf Rhizospheres, etc. 0-4 10 YR 3/2 None Nvne Gravelly loam 8-18 10 YR M3 None none laarn .�_ Hydric Sa�lndicators: ��_ Nistosol Concretior�s Hf�(c Epipedon � High flr�anic Content in SurPace Layer Suifidic Odof Organic Sttsaking � Probable Aquic Moistura Regime Listed on Local Hydric Soils Llst Reducing Condi4ons Listed on National Hydric Soils List � Gleyed or Low Chroma Colors Other(Explafn in Remarics) ��marks: ' :vekl indicators�ric sol!I�O�present . wEnatio ��RMin�noN Hydraphytic Vegefation Preser►t? � Hydric Soils Pr�sent? YE3 V4letland Hydrotogy Presertt? �s � Is this Sampling PoFnt within a NO Wetland? I Remarks: WETLAND CRITERlA N4�'iIAET Area appears to draln wel{following seasonal stortc�events I I I e5,''1012004 15:08 2535390514 SOUNDBUILT H01•�1ES PAGE 56 � � �sA�nPUE vto� sP�a DATA FORM RaUTIIdfi VYETL�IND �kTERMlNATIOfd �a9�7 COE WEi1.AND8 DELINEA110N MANUAL� Prajectl5ite E�eridell Date: 17 July aQ00 ApplicantlOHm�r. Mr. Nlike R�mano CouMy: Pierce Investigat4r. Habitat Techrtologies State: 1Nasrtingtan .�o� Have vegetatio�, soils, or hydrology been disturDed? YES / Community 10: Is the ar�ea a potentiai Problem area? YES N Transed ID: (If needed, explain on reverse) Ploi ID: 3P72 1/EGETATPON(Note tttose specie$ubserved to have morpholegicai adap�ations to wetiands with an") D ' ant f'1 S Indi r ina ant Cfes St um d 1. 2. Alnus rvbra ?ree FAC 3. � 4. 5. Rutws rocera Shn�b FACU > 6. Rubus lacinatus Sh�ub FACU- �. F'Esrirlium uilium Herb FACU 6. D�r�ent af Domirrant species that�r�OBL,FACW,or 269�L C (except FAG}. Include speci�s noted {'�as showine .._rphological adaptaGans to wetlands Oescribe Morphological Adaptat�ons: Remarks: Cleared homesfte area HYaROLac�w �_ Recorded Data (Describe in Remarks): WeN�nd Hydroiogy InBicators: Stream, l.ake, or Tide Gage Inuneated Aerial Photograph Satcaraied in upper 1 Z" Other Water Marks X No Recorded Data Availeble Drift Lines Sedimerit Deposits F1ELD OBSERVATION3: Dra6nage Pattems in 1Ndtands �dized Rovt Channels in Upper 12" Depth of Surtace Water. 0° Water-Stained Leaves Depth to Free Water Pit: 0 ' Local Soit Survey Dats Depth to SaturaEed 5oi1: 0� Other�lain in Re�taeiks) . Remarlcs: Deciduous forest - ----- - — - - 05r'19:'2004 15:05 2535390514 SOIINDBUILT HOMES PAGE 57 " ._ __ I� � � SAAAPLE PLOT sP�2 � ap Unit Name:Aldervrooc!gravelly sanAy Drainage Class: � �a�conomy(Suhgroup):Dystrlc Entic Durochrepts Fietd Observations Confirrn Mapped Type Yes No Profile Descriptf�n: Depth Matrbc Cvtor Mottle Colors Mottte Textut�e, Concr+etions �nches) Horizon (MunseU Mast) tMunsel!Mofst) AbundancelCor7trast Rhizospheres� etc. 0-4 10 YR 312 None None Gravelly loam 418 10 YR 413 Nane None loam Hydric Soil Indicators: Histosol Concr�tfons Histic Epipedon High Organic Contertt in Surface Layer _�_ Sutfidc Odor O�anic Streaking � Prabable Aquic Nloisture Regime Listed on Loca)Hydric Suils List Reducing Conditions Listed on Netional HyriNc Soils��t Gleyed or Low Chroma Colors Other{Explain in Remarks} ^-marks: .-reld 'endiwtors of h�rdric soil tVOT present �._ HIETlAND DETERMINAT90N Hydrapfi�ytic Vegetation Pt�serrt? YES Hydric Soils Present? YE8 INetland Hycirology PreseM? �s nto Is this Sampling Point within a NO WeHand? Remarks: iiVETLAND CRITERIA N�T MET i Ares appears to drain w�ell following aeasanal storm events a 0 � � m �i c9 m A N CJI m Herbe artd around�covara � 3cianCLflc Name Ca�1on Name Ur,�t Pric t CfiiC Ps1a Qti Unit erio OC qt ?btal 4� ot 1 allon 8eed&/oa. Cort AaAiIlea +a121etoIfum Yarrow 11,52 uNi d�na ha1le mar artta PeArl everlaeti 9.6A � Arctoeta 3oe uva-u Kinnikinniak Z.�7 s�.�a ,�'D' AtuncuB dla�cue aoat's beard 13,54 33�29 , m U1 CalCha aZurtris Mareh marlgold t4.29 20,a6 - p i7icanera farnooe�e BleeQln neart 2,27 13.22 117.8A - �Lobtum an s[ifo! Pire�aeed 61.44 pr� arle C?L�10P119Si Coaet etraaberry $ 2.2� s7,6o $ (�sum macro 1.2um Si -leai avene 1.27 51.20 Herac2eum Ixnatum Cow areni 1,45 dro h Iluro tenul e PeclPic weterlea£ 3.77 17,97 - Llnaa+ta boraa2ie 'ct�lnl2ower 2.27 143.46 ' L'u Snue ol tf 1.Iu� 0! -leof lu irie 6.7Z L 9�ch�ton anosr3catvu 9kunk cab6a a 13.86 - +tai.lttther►tUm d�latetu wild lil oC Che a.27 J I� Mirtwlve etatue Ye21oa monke !1 7.27 11A.00 r aeotis Iuca 9m�11 tor et-me-not 26.A8 $ - d OsnaaChe saru�ebtoga Wetc►X ar�2e 17.58 44.80 � Osmarblaa chdloene,to sa+eet aicel 44.BU r cbcalte ore s�i.i o400�-eorr�l 2.77 $ 99.60 - � Petesites �ri id`us ColCafoot l3,2Z p Pa2 bvm ivioeu'la Laa 'a thutaD � 3 m aoceoti.tla trutlaoaa Hush oeentilla - � Smllacina� ateYlata Solomna'g Staz 9.27 Btacl� s coole ae Qreat be�on 102.d0 - Telllme s�dl.fIora Psingecup 3B.�o - � rtarella er.IColiaca l�oa�ntlower 143.J6 , To2m�ea measlee!! YS -baak laot 3.77 4 Los.ao $ - V1aIa labeIla stream violet 2,27 - � D n (Tl p� N web-aondqi,andrywa�tachaaFirrsl,xia Sensttdve Are�as Borrd qttantlty WOrka�h�et Pape� Aupu�t e, 1999 05r''10!2004 15: �5 25�5390514 SOUNDBUILT HO��tES P�GE 58 � . . APP��lDlX B KING COUNT`c' BOND QU�NTlTY WORKSHEET � Evendell-30 Wetlend/Wildllfe Report-D0062 0 m CJ1 � � N KiogCou»ty L�pum�eo�a[Uereloproaot tttd Lnaicotuurntrl aasviod m m 900 0ofce�dde Aaawc Soudcw�si � �Q � • � Rp,pon,CVA 9865S1419 Dat!s / � � Appendia E: BOIId QLi3IIti�ty WOYICpI'1AAt for Sens�itivo Area M�.tigatians � �roi ect Name i ��w`� ° // 's �roject Nttmber� W �n LJ La�iCirni: , m �n Co�tact Dtaau: Addree�o A 7LADiT DU►��iAL9: i D1:nC ldat�rls2 rlces Jnolude lebor, SAata72att�n, rontractors' merAv and oalee tar, but da�'a 1nt�luds del�ve . (1Y6i of nho2tleaYe lar '1'RS88 6cientltic �ame Caax�wn Name Unit Fria vnit Pric Gr Gnit Pric Qt Unit ➢ric Ot ToeaY � 4° ot L allon 3 allon 5 allon Coat Abiea rsadls+ rand fir Acer neacra h 11�m bi lea! ma le 1J.54 � �� A]nue rubra Aed alder 13.7a z Arbutu9 manzleatj Pscitia ma8roa�e 1A.50 � BetuSa a ritmra a ex biroh 13.22 S - H Praxinu� 2etito2fa dre on aah 13.�1 23.51 � 7 - � � Dlcera o�tc6ed8�[�+ 91Cka � xvice 13.54 24.1� !� 50�� 2 O 00- C�c) p'lAua cOntoYta• 9hore in9 11.54 $ 2a,15 - _ Plnua montiao7,q• Weatesn whlte ina 15.54 94.15 �. � Po 3t1B tramu3oiQea bRlri es Ch a4.15 � Po Iue Criclw c� a black cort�bwood 11.54 Z1.51 - Ptw�ate eiae inata bitter cherz 21.34 D�eudotBu a men�tleat laa fir $ 13.5a 2�.51 44�74 Taxue btavit'olin+ Pacllic ew - x Tbu a lirara+ western rgci ceda ll.sa 23,51 �a.7a Teu a heteza lle+ western h�mlack � 13.54 Z�.82 $ 44.74 - w7J 2ant rlaea sre trom 9ourch Corner Nuraeriee, 9ound Native P2ants, Storm Lake aroaere, and Svi,baAh N�Ctve9 (ranGai and I4�undaAC Llf� attd Aro�rt XbZlbw (9eeda) . '� � m � � web•sondQu,enacywo►ksh•ac�rwl,x� Sendlt�ve Araarac Borfd Qt�nt/ty Wvrkslreer Page A Augus�8, 3998 a n �-: m N (S1 m 8H22CIB8 crr,lt price vnit Price vnit vrlee T6C�1 . �' SclentlLic Ngma Cooman Name 4^ oC e 1 ellon t � allcn t Other � Coac r� Acer otrclnatuor vine roa le 13.54 23.51 � JUoelanahier alnLfoli eervlcaber 9 1�.sa $ 33,ea - m � 8erberts a 1Co2tum tall Ore on a 74.15 Ber6er�l� aorvaea ehort Or on ra e 13,A6 - Cornue rtolon.tfera red-oaier do 0o LJ.12 Z3.51 Q- C+ n� Cfar Iur aorauea haaalnut 13.54 13.51 w Cr�tse s dou la��i b1acR he�at4oY[1 13,11 13.51 W Gaulth�r�a aha2Ian ealal S 1.89 13.96 - 1�0 i � 1to2ddYscus dtecoloY ocexn Ya 13.59 13.51 � LaniceYs invo2ucr4te nlack twintoerr 13.5� Z-C 22.B7 S�- � 1' Yici s2e aweetgale $ - Lo ana�t horr�dus Devil'a alub 13,86 2�.15 - Phllade2 hue 2ew3ri.i mock oran e $ 13.54 a1.a� Ph eaa9Y u9 Ca 3CsCU PdC2EiC Oi.riAbaYk $ 13.2a $ 23.SI O- �D Prunua vii �ataaa �boke cher ru� iumca we�tern cr�ha 1 13.12 2�.51 Rbamaue urih�aua ceecazs $ 13,91 $ a3.51 $ - Nl�odo8smdron w.co J1un QaetElc rqndcdendran ta.i9 Rlbee brecCeo�um �tink cusYant 13.2Z Rlbes Iacuatra rickl �urrant 13.86 0 Rtbee a ineum reQ-llowerin aurrant 17.86 S � RnaB ca a Waod roee 13,l4 24,15 � Roea nutkana Nootka zoee $ 13,5� $ 23.51 - H Roae isoca e Clueterad rade 1�.59 Z2.64 r --1 Kubva+ 2eucadarn�ia black rae bar = itubu8 rv�.f2orua tbitablebe $ 19,54 - � ( f*1 RubuB eCtnbil3s ealmou�esz LJ.a] 2J.S1 '(� - Z • � S�31x e eYletlB U2 eY wi11bt0 13.Z� $ 22.97 - 38Iix haokeriana Hookaz's wi11oN 12.91 $ Z3.A7 9a1Sx 3aelaudra Pacilia �11ou i3.]2 11.87 9a11x acoulerYana Bcou2er ailloa 8a21x aiechen�Le 81tka willau t3,s2 C1 23.Ay ,� 9amt►ucu9 raaemo�a Yed elderber 13.54 �3.5i Sarbus sttc,�es�aia Caecade mountnln ash hort ca a elbue enoa�faerr 13.]1 2�.31 - Vaccinium aVattutl evn rb�§n hucklebe= 13.96 - Vacclntunc nervlFollu red hucklebe g 2.9Y 15.a`► � - _� I> Gt m s m web-Bon�quenhryWorkahoetRmd.xl� 5�nsiHv�Ar�as Band Qu�ntlty WorksAaet Page 2 Augu�t a, i949 _ 0 In m (I1 sec! es eitd Ru�he m gclenCitic N�me Coaunor� Dtame Unit PYic Qt lTnit eric pt Onit PYiC Qt Qt 'Catal N m 4" t Seeda cz. 2 allon orher Co�t p ['Arex comoea erletl eed e 1.34 • � I Carex 2enticulaYls Shore ee e 1,3Z F' tn Carex 1 b et L b e e 1.39 '• _ � CareX ot�nu ta 91ou aefl e 1,�2 19.�0 - o0 Cqrex roetrata (utr.i Beaked sed e $ 1.32 � Cyrex et! ara 8awbe�k sed e 1.32 � BleocheYls acicu2aYt B lkerueh cNn 8leocherta a2uatrle Couman 3 ikerush L.31 - � Jt,aoua aeuml»aGue� Ta eYed rugh 1.]2 � JLnCus artloulatua Jointed rush ' m �n Jvrmum ef[urus(var. pyei! BoRt z'u8h 1.3a 6 - p J'twous end�Po2luer Da ex leaf xueh 1.31 - Juncue ox rte Pointed runh 1.Ob 9a� tu �Curus NesBetem bul�nteh l.lZ g aS.oa - 8ci ua narltimue Baltmars�h Dulrue 1,J� 6ci u� a.icrocs ue 8nta11-Crul ted iwl 1.72 - II Graeees � 9c3entifie Nema Cbtmwn 31arne 01�it Pr1C at UT�ft pric QC Uttit PYlC dt QC 'eotal 4" oC Sezde/oa. 2 al]on Codt R1e OCUt'�B A U8118 &hOiC-aWl1 EdXCdll CP, A2o ecurus eatcu2atWater foxtail L.Ou � 8eckm�nnia � si achn Aa+nrican alou h L„10 $ 1.04 $ - d celems ette cw��d.ue� glue oinC roed a99 - � C Clnaa Iatitol4a Wood zead r 17�naeh a!e aaed Sto 1litted hair ltaer 1.06 $ 9.60 � ai ue Isuoua 81�e w11 e 1.36 �j Fe�tuca idaLoetle�� IdaYlc f�enu2 3.52 � 9eacucs rubra ver. r ked Eeaoua a.7s - �� 02 eria boreulis fo Horthorn maru�a �e i.60 dI cerls �leta Tell msnna Yaea 1.95 !.60 panlcura accidentmle we�tezn anic• aea - I 5"ern8 � 9ctentitic Name Common t4ante Uhit PYic t flnit �ric ot Unit priC QC Qt Total � 4" ot 1 allon 2 allon CoAt Ach tum 8t1lx-fe�1n lad fera 13,e6 $ _ mlachp� a 3cant Heer taYn 6 23.86 y _ D terl■ anaa ehleld Eern 13.5� � Po1 aC�,cRvm munitum vrestern ewirrd tem 1].66 � - � Fcerldlum s ulIlai brackett _ m m � wab-eandquantltywaloAeatFlnb�,� Sartsltive Arras 8ond Qwntlty WorksAeet Pape 3 Aupust B, 1998 e m �n � cs N l9 m . � rNg�' �rOD1 CO T LAH R $ UI & A08Y�' � e tmit pr�c aniz �'ot.a cn Cn ost, ve etable, He1lveYed and e � 37,89 CY - m Beca actl ttll/ha an, medium, to 1,3'7 C_Y °� Dec actin till/b�rd n, meAium Co L.S7 CY t+ertilise elnw relaaee Cablets, 30 � 3.2i �ach - N H droaeadtn 0.51 9Y � w kabor, enersl 4lanssca �n 1 2s.0o �t S - W Gebor, general Icor,atrvction) $ 3�.Otl :llt $ - iD m I.�DoY� Consultazlt, Bu pYV1ei 55.00 HR - � N Lahor: CaneultanC, on-eite ze-deai � 95.0� HR i' PLRN1'Sr 9oCtqd, 4" diaoaeteY, medium 0.6e gach - p1LANT5� Gbncainaz, 1 a11on, medfum e 19.DZ 9a►ch PLANT9� Contsiner, 2 allon, medium s 16.47 gach 6 -Z D pGANTB� ContBinez, 5 allatl, metLium 29.J8 3ach 6 - FLANTS: 3sed1 hsnd �.44 3Y vl,A�i'Cs: 81i e (orl.11ow, rad-usier) 1.32 gach PS�ANT9� 9EaPce• (uri�low) S 0.96 Bach S - liantal et d�oo actin mschlne s o 70,65 tinur Aand, coaYee bu.11oler's, daliveted and 42,06 CY S - BCai�i.n tnater9,d1 feeC r tree) 7,OC sach - p Surva in , line b ade 605.4A UAY 7 surve ing, lOt 1dCiC10II 6. 1�,YfBB $ 1,351.60 ACRB $ - � 3urve in , to egra 6fca1 9 �,iso.00 acxs - � N Tl11 t eoll, di�k 4arm++, 9on rracear, 1.02 SY - r --i OT�BR Cb�TB � THROII OV�' kOWIT�RTNm PSRIOD � • Unit Pria CPnit TotA] n i m u� Zne edtiur►, aruival $ 46U.OU BACH 0�-GZ I ecticm, t1na1 574.00 8A�4i 7 -OD Maltttenanca, esmi-annual Meintenance, �anual $ - mCnitosi , annual - Wae�ri , 1" of waCer, 00� gtiakar Iws �.b2 �13F TYrf atlop - Lem oY8 7 b00.00 Acre trri ation - buriad $ 4�SOD.00 Aora � n � m rn �� web•BnndavandtyWorkeheeAfinal,xfs S��'#l�'/t/�Af'tlNlt 8017d latl�Mit�ty WOfk�h�0t Page 5 Auntut B, 1998 - - -- � S i� N HABITAT STR�CTUALB fiooludos eexi�ve `S' ��s v�iti cosr Uriit 70C42 m 6+aeoineu twfllow) 8aah - , A Loge, (crdsr), w/ root orada, 16•-`4• dian., 9 1,000.00 6ach � Logu (ce3ar) W/o root Vbda, 16'-1�" d1em., s �40.00 gBCh - � •, N/o rooC .rude, 16^-14" dlum., �o� lon , aas.00 Bach - u m Loge wJ root xada, 16�•24^ dlam., 40' lon o60,ao 3dCb �'� Fiocka, ane-man 60,Q0 8ach Rocke, two-man Q 95,00 Bach - N RnoC wa� !6�.00 g9cA - � �� s awnln ravel, r e 7� az,ap CY � _ W welr - Y � i eoa.00 sach � Weir - aQ Uetable 9 000.00 Bach � � x Waod dahrie, la e 18�.oA 9xah r'-Gb p Bna r • alnchored 4ba.0o 8ach o( Sri a - on eite 50.00 Sach . ./7 sna g - im rted 800.00 �ach F�ROSI N CbNTROL I•7'8M8 tMle Cost ffnit 'Cota�l sacKPi11 and Coa action-emDenknlent 4.99 CY Cruehed euzfecin , 1 1/a�� minue �a.ao C�r 9 - Ditchlit 7.03 CY @xcavacion bu16i 1.3o CY - v� 9ence, ellt 1.20 LP .a�� 9 fJ�"'D-CJO �n 0 Jute MeBh L.26 SY C Z �lch, b hand, a�raw, a�� dee 1,17 9Y - � MUlch, b hand, t+aod Chi s, 2" dea $ 3,25 eY - C H t�u2oh, b piAohlne, etYaw, 1" dae 0,37 9Y � P1 S , ta orar , CpP, 6° 9.�0 Lp Pl ln , te orar , c8a, Btl ta.00 LF $ - o Pi ia , te orar , CPP 1]" 28.00 LP ' fn Ul plastio coverin , bttJn ti�ick, �aadba 2.00 3Y Ai Ra , machine 2eoed, 910 eg ]3.98 CY - AocK Con�Cr, BnCYance 100'Y15�yc1.� g �,sas.6e xsch - FtoCk ConetY. Yntrsnce 50'x15'x!' $ 1,27�.3a Hach $ - gediment end riear a9ar,mbl �,a95.ti 5�ch Bedimant Cza 5' 1Li h berm 15.57 LF - 9edin�enC tYap, 5' hiqh bszm w/epillwy incl 59.60 LP - sadding, 1" d�e , 1eva1 owid S 5:34 9Y $ - Boddin 1'' dee , slo ed YounB 6.48 3Y etraw halea, lace and remove 432.OP 'POtt y - To eoil, dslivered and s read 95.77 G^[ $ - � f� m Q� � welrBondQueraftyWorbhoalFlnal.� 5a»sltiv�Arads BonO Quantiry Wnrksheet Paya d Au4u9t 9, �999 - - - - — � m � � � m �- N m m Q$�TI ZT� , A Unit Coet unit Total F, Fencin , chain Llnk, 6� hi h LA.99 Lt� �n P�ncln , cAain link, corner o�te 11i.17 �ach • m c� Pencip , chafn link, ate 277.63 �ach $ - pepcin e llt ra41, 3' hi h t2-rai11 l0.so 4P - 9encin , tem ora (Tldeg) 1,10 t+F' n� si s, senaielve area bounda a.so kech - w BT�Y� Y,OPP! LOBB YNgTA�ILYTY ,;; � m v, � A A1��T8-TN IT�dB U� O C Z C� IT] OTH�!& ,� r -� _ I � m cn NoTB: All plant pricae are Eran Storro Lake Cizowere, W3baeh NaCiveB, C�ourth CerneY, and sound Native Plentm conCafne=e) and tran L'rodt Hallow aud A'aundant Lite fseede) : SG9T07CRL (SGT) AL,L pAdB&1 i $ 13�b�y'n i ]0� CO�irIDiC3NCSC & M�BTLYZAT20N: _� �0�� TO'Y'}1L: 9/ �ib, } . � D G� m m �n web•eondqwnatyworlatwrtFlnel.xq Sensltiv�Are�►� Horrd Quanrlty We�rk�l��t Pago f August 8,3940 05110/2004 15: 08 2535390514 SOUNDBUILT HOP•'�S P�GE 66 � SE 1/4 S 14—T23N—R5� . `� ,- _ fOD• 1D0 O 100 pp y'i '\ nl i `CD t ' � � ��` ec on la e d R-4 _� _ � � � �• f R—� i. � �� t � �as e�u�mrt— _ .r�_ �ii \�,—�—� - - - --. ,� . :� — � - - - - - - - f6E � • � � i a"�0. w. r�� .e� ; � �- ° i �Qtt ee�t 198fh et --�...� � GfC�n •oo � � � � . .� �' � �+4��ML'�?�.r . � �-,,� _ . so ` \ � � .�v�^'�Vrty'..T. �it. � p. �� u/�8 N � y ' � 4 ��7 „ � .�5 1 + ��e� .� g +`n �s- J. �\; , ; � .�. 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Wa�-�C+h 4e�3v,1 _ - ' - - -_ _--------...,. .._ . - � Q9-ri E —— — O �+sa ur j ,�. �5 - �_ _ —�— • �� 4a5'c-_ 2 as 2- '� I 4�9,o �5�1 Z"F� 2-�5 Z GR�yC 2=� �c,�aNTiftcTl� z-�S � f I �*>ty�Ror� ��l k'3o �zA" 2'-.`l•" �15Bt2 Z'� ■ E '�SC�i�v� �� w @x2� ��_� �1��,,�z `� �� `YeC:a�� i �� if5 + �i��.J� ��e . . �1 . --- , �l"7�1.0 �SQ 12 . J Z Z_�y I . -��'li,�� l�A G�R -.. � . . � . � � - � _ � . " <�Tll Y�Ila�-L. � 121 O o -- J � � �a . � . - � 4'Iq.o I `�'� $ .�(�SF ILhSL�I � � . e�-K�y y,•`! l•T��TI . . �ALh'Et4.It�•yCoP � 4[�l0� . E 9N E � � , a --- __I� �1 `/rr>T VJP�-�.. �q1 VCzr�T �n.��. -- i ��l t � s�5@rt- � `�- �+ �� S�lz 5._Y�. �� yG�z' � � • \-°1" 1-�1"' R 3'_v" -s�'_a� 1'-0 1� o, I 4 �oJ�cU R�.��•C-��_ �Sni'4yR- v�l,hu_�FTG ��C�;F f-sr4Q Wr��...�. � YAiJL'C /+.��LS 41.JC� � _ --._- - � � C1�1/i`��Fc �,Pt.�.c-6�b -- � — � ¢��Q Clk� /�i C-�x3C'�rl�3Y�P� -d'd.22+4." �.��•�T � ' \_(n (o _ 2��' � � �4x3o G 24° D6TS9tI07� SMR DSBIGNf' 5 rz�Xza�> � z�_�- , �t2" -- -� � 2 Deelgn loade sro for tLe actnal dead loada� ao12a loada sa � Q deteruined frow tLe Ci�11 Bnginearing Plens, en H620 �ahicle I � � -�-'- � � �'t �� II ' O � � 3 3�$�Q� . 71A8HTo Qietributed. . , . ��O 4 I � O Conatruatioo ehould be ln eccordanca with latsst editlon of �5��Z ' tlBC, and with iospection per coaereta inspection Saaludingj . v�� /�'( � . 1. All conare[e wozt.pheaes anA otranqtY. �i-*h II II � �,'-"S�� . 2. Provlde apectal lnapection bp GeoteahnSoal �gineer � tj'�op[J�} I I� O h� .' coefirsing oeaumed eoi2a peteneters. � �ppT�.�Cn . II (�n�y,c/�G� . � . 3. 11ny fill placed belov footings or slab Las � �ry��2p I� I I `-o^ O S C�.ALN � �SG��C� � enffioient coepection to at leaet 95t AST![D-1557. ��o� � �yy�( Q ` �� . Yank touadetions have beeo-desSgned bnsed onp �lloaable B¢aring: .gppp pSF�Ti1 i In Fill . .� PSp L �� -�N WR�� Aative Harth PreesnYe� �"35'��PCP�(Retaininq) � ��t�1 - ' ^ P esive SarthpPreaeure��9pp p�P (Reetrained) 3 A�-fzl-y�i2Cz1r4F: soti Mc iao rcr coer. oe rriocsoo .�a �sr= i.s� l0 'j`{'� Lp{L�JC-_iL 1l P 1 �LC�T L2 �•A�K Q�� g�'� � 1�T�.�KO(� Prioc to eaca�atlon tee Cootxactor will deternine lf anT 1 1 �ljC-C Pf R.hCLFr1�� I nnaerqrounfl utllltlee ezlet in tha area of e=caveElon. ' i � PounAation ezcevetion ehall extend into �ndisturbed eoil. � . � ' � � � � '�i . 9hould filliaq occut it will be plsas to 95= oaopeation end �2" q(Q_p` ,�� . - eea11 b� inapecteA tor aaequacp. � i� � .o' z4-4'e�1�.NK� � • - S-�S • �1 Baek-fllling of the valls ehall ba acao�lieheA vsing e Ste� 1� I �S¢,Z � .1 � draininq natarlsl. 11Leu zequired� � sub-drnin ehauld be e , � 2-O` 2-� J lnetelled to cerry anep ea� local ground water xhlah miqht ' eocuwlate in the 6ack-l132 or pond 6ehSnd cwll. Baiae fill� � � i l evenlT arouad taok to pre�eot overloadioq-walla et anp � �� I : . . . I specitic poSot. � . '� � 47o.3S � . ��Op� ��„ y � . ��P ��a�''I �1FOOTlrt(s 12 V1�AaLl_- , I Coocrete rnnetructlon for cae£-ln-plsoe conccete ehall La - j i5y, X�'—> N � _ - r� ioepeeted and teeted. T�e conaeeta eAall ettaio a winlmua � � P�°'`'�� `�'� 00 �O 4 ' 28 dap slreagtL of fc'= 3000 psi. Uee o: aaa.a:c�a. � J � ,� (�� ___ _ . ehall hava Ownet approoel. (etrenqth requited to bsek-till.) ri� � , � - 0 j �5 1 4 54 UK�� yG'�!o W�H�d( Aelnforciug steel ahall couforn to ASTH A-615-68, Gzade 60. �, � , i . , I � , Lep eplicea ahall be a miainun of�30 ber dianeters. � _ ` . � , __ __ , Flr- 60,000 pai. /111�.Soriaontal reintorcing bera Sn valls � r (�7,p�- J,� -4��- shall ba lapped aroued ths cornere. The rcinforning sh►11 o _ �.�'�p y��`� i � �'2rt'a��4x��a° 1 -� '+�)(t�� be protecYed 6T minioun corer ee deteiled on the pinns� or � �P� uJBK2P � N Q I � _________ �I+en not detatled per UBC concrete constractlon. ' __- - 1 I ,{� . � `Q �, . 'hS�.. .��Y � � Pre-caet preetceased hollov-oore concrete plenka ehall be � . . . ,L, �� 5 � J � I � - desiqned and deteiled bi tAe Menufacturer. shop Oravings � � - � ahall be provided foc approvel prior to fabtication. Design � � _ �T�� -'— — I� ��?�rT�LL ' and�fabricetion ahall be undec the Menvfacturer's Qaallty - i __ ��4-jp� . Coutrol end Celculated Uata. Approved 8hop Drawinqa, , °� , �U�i.�Lq� � (3'-<}$�5�Uty�7� � I ��I ` 6andling aad erectioe detalls are to be ahipped to the job � �M� � �� A�,T ,�1-A� � �� T Gp�yTC _ - eita wlth the�prestressed concrete plenke. � . . (�1 /.�l �QX4� t � 1 (s�ry c�V�tFoFC,9cJtCoM) C�oCW�a`�2rzMovn�) - � l St3 . - . . . .. ` 495� YA(Laf.�a U.SE4t TO�.AFlC 4�� __ �V1l�TrR. t�}.,Gy/LC�r. . . . . - . i . 46"ab � _ y�, 474•00 41q.00 .c *a°,�'�^ .2"' � � 12��i �Z�v=4 . - � � 4A� c� . N - K. I 4�0� 470� .$� See Che Clvil Engineering ' f�.�" . Ylflnc Lor the lxation and , dco of inlete and outlat - �� . . . � � _�� 4�0 �� - S�a gCeT� u�d tha required invert .� .__._ ._. . fJ___-_-'^�--�-_____�._. _____ elevations. Verify the � -� -� location'of vnult xcessea_ MILES CONSULTIN6 �°d��`'�q�' EVE.N_DEL1 �.�T__ . . . O.I.C�lu�6 f .� . � . P.O.Box 40143 �_ N�AF� � �vp.u�-r �,�c�toa, CALL 48 HOURS �-- ,wnsaois-4ias �\ � `� _.- --- -- � . , 2Q �lfa�.T �irL.�lo�4 � ' 2� (h�EC.1Y1L.�o�L�C�o1�� _ l yGE. Gi�ht.Fo2 BEFORE YOU OtG OONALDLAqILESP.E. � �s�4�q ��' �TORMYAULT Fc.o:�z��c-�v�f�o�as 1-800-424-'5�55 - 4��2-2,�6 ;, � . �� 1 of 1 0'/14/2004 13: e7 2535390514 SOLMDBUILT HOMES PAGE 02 Jul y�2004 Bruce and Joyce Osgoodby 13456 156'�'Ave. SE Renfon, WA. 98055 206-200-6612 Dear Bruce and Joyce Osgoodby� Confrrmrng our conversafion foday, you grant the developer permission to enfer your property for the purpose oi installi�g a rockery on your South property line and re-grading your driveway to match the elevation of the new proposed roadway in the exisHng King County i36"'Ave. ROW. SBI Developing, LLC further agrees to re-gravel your driveway after the re-grading is completed and install a new 4ft tall chain link fence along top of the newly installed rockery. Your signafure below indicafes your agreemenf fo grant the developer of"Evendell"permission to perform the work described above. We will do our best to minimize the impact to you during the construction � and will communicate a timeline for construction to you as soon as one is defined. Your cooperation in this matter is greaUy appreciated. Resp tfully, Kurt Wilson Land Acquisition, Mgr. ' �~1 � r Bruce Osgoodby (� � J�S'yc Osgood J 10,�0412004 17:10 2535390514 SOUNDBUILT HOMES PAGE 02 �' : � Septemb�r 2'7, 2004 Bruce and Toyce Osgoodby 13456 156`'' Ave. $E Rentvz�, WA. 98055 Dear Bzuce and Joycc Osgoodby: Confirming our con�ersation today,you ��ant SBI De�eloping,LLC and its contra,ctor to enter your property f.or t�e ptuposc of reconstr.ucting a keystone wall located at the Southwest corner of you�r property. As discussed, we will step the wall back to yrour fence. Your signature below indicates }�our agreement to grant SBI Developing and its contractor penaiission to perform thc woric described above. Your coopetat�c��t in this matter is greatly appreciated. Respectfull.y, � urt Wilson. -` Land .Acquisition Mgr. .�� ,� a��m..�� B��E os�oa�y Jo sgoodby � 09r01i2604 15:04 2535390514 r SOUNDBUZLT HOMES PA6E 02 I �� Recording Requested By And �� y �, When Recorded Mail To:Mark Sollitto .;`� � �mm40811m01633 ; � u� emssc o 00 PQG�6001R0� 001 King Courlty �Nc'couKTv14ua3 I '� Transfer of Development Rights Program Water and Land Resources Division �QNFORI�ED COPY 201 So. Jackson St., Suite 600 MS: KSC-NR-06�0 • Seattle, WA 98104 E20fi1742 08Y11/20b4 14:08 KTNqGx COUNTV�73.80 Transfer of Development Rights SA� us,0ea.e0 �,cEee� cF oe� I Certificate Number: 78 20 URBAN Development Rights Date Issued: Julv 29, 2Q84 � Certificate Issued To: Name: SBI Developina. LLC Address: PO Box 73790 City 8� Zip: Puvallup. WA 96373 This development right(s) is/are transferred from the following certified sending site, pursuant to K.C.C. 21A.37: j Sending site file number: A98V0'1�o I Grantor: Kinq Countv, a politicaf subdivision of the State af Washington Parcel Numbers: 332305-9002: 332305-9062:282305-9101 � This certifies that SBI Developing,LLC owns twenty (201 urban develoament riahts removed frnm the sending site identified above, which has been qualified as a transfer of development rights sending site pursuant to K.C.C. 21A.37. Receiving site tax lots: �42305-��C9 &142305-9022 ODES File # L01 P0016A 8� L03RE038 The official record �f these developm�nt nghts is maintained by King County. If there is any d'+s�repancy between the numbE� r;f right� identified on this cPrtificate �nd ±he otficial record, the official record shall control. If any of the development rights identified on this certifiicate are sold, conveyed or tra�sferred, the person acquiring the rights shall within ten (10) business days deliver to the King County Transfer of Oevetopme�nt Rights Program thiS original Certificate. A new certificate in the buye�'s name shall then be issued. The dewelopment rights may be used only on a receiving srte(s)that has/have been given final approval for additionai res;dential density achieved through the transfer af �evelopment rights in accordance with King County Zoning Code (K.C.C. 21A.37). � Apprcved by Representative of the King County Transfer of Development Rights Program Interagency Review Commiftse _ {i � � � ' _ o Signature D te Cerrificate�lnmbcr ZS Page 1 of 4 Da:e J,sued ?/29104 09r01;`2004 15:04 2535390514 SOUNDBUILT HOMES PaGE 83 �%� ri STATE OF WASHINGTON ) )SS. COUNTY OF KiNG ) 1 certify that I know or have satisfactory evidence that �� Sa«-+ '�� is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he is authorized to execute ttie instrument and acknowledged it as the Program Manager, Transferabie Devefopment Rights Program of King County to be the free and voluntery act of such party for the uses and purposes mentianed in the instrument. . Dated: -7�Z�J�o�/ �` �- � ��- Nn#ary Public in and f `````�;�t��poN�Q�✓��'/ , State of Washington ;� a�� '9 �% Residing at ,,�E-�'Z�nl ��' pOTAq y 'r'� � = � —""' _ = My appointment expires �,�3��D6 L� 'DLa�� '`�' od : __''''`�oF w $�`��`os � �•��p��u�Nr�� To Redeem Develapment Rights: In applying for receiving site approv�l, the applicant shall provide the Department of Development and Cnvironmental S�rvices with either a copy of this certificate issued in the name of the applicant or a copy of this certificate with a signed option to purchase these development right(s). For receiving sites within incorporated municipal jurisdictions, the applicant shall provide the above docum�ntetion to the municipal jurisdiction and shall follow that jurisdiction's development application review process. Before building permit issuance or before final plat or short plat recording, the applicant shall deliver the appropriate TDR certif+cates issued in the applicant's rtame to the Transfer of Development Rights Prog�am. The applicant shall receive an extinguishment document showing that the development rights have been applied to an approved receiving site. The TDR Program shall confirm for DdES or the municipal junsdiction that the requirements of K_C.C. 21P..37 havs besr. rrtet. i�' Cartificatc tiumber 73 Pa�e 2 of 4 Dacc Issued 7/29/p4 4� F�9:91 i'2�J04 15: 04 2535390514 SOUNDBUILT HOh1ES PAGE 04 � � C�aC�� ' - CONFORl1ED COPY � Recording Requested By And 4'1/hen Recorded Mail To:Mark Sollit�o �� 20040811�m1634 /�ii`\ KC �iATEI! 6 LAN ETI'IISC 0.00 _ f iqG�001 OF 004 K ING�COI�NTY 1,uA3 King County Transfer of Development R➢ghts Program Water and Land Resources Division 201 So. Jackson St., Suite 600 C�1FORhED COPY � MS: KSC-NR-0600 Seattle, WA 98104 E2�61743 Aaitiis�a ia:ea K=Nc couNrr, ua Transfe� of Devefopment Rights s� sl�s;1�s:e PAGE001 °F' �' ,� Certificate Number: 79 8 URBAN Development Rights Date Issued: Julv 29. 2004 Certificate lssued To: Name: SB1 Developing. LLC Address: PO Box 7379a City 8� Zip: Puvafluo. WA 98373 This development right(s) is/are transferred fram the following certified sending site, pursuant to K.C.C. 21A.3?: Sending site file number: A98�l01 10 Grantor: Kinq Countv„a politic2! subdivision of the State of Washin4ton Parcel Nurnbers: 332305-9002; 332305-9062;282305-9101 This certifies that SBI Developing, LLC owns eight�S) urban develoament riahts removed from the sending site ideniof�d above, which has been qualified as a transfer of development rights sending site pursuant to K.C.C. 21A.37. Receiving site tax lots: 142305-9058 DDES File # L03P0015 The official record of these development ryghts is maintained by King County. If there is any discrepancy befween the number of rights iden#ified on this certificate and the official record, the o�cial record shall Gontrol. ��' If any of the development rights identified on this certificate are sold, conveyed or transferred, the person acquiring the rights sFrall within ten (10) business days delever ta the King County Transfer of De�elopment Rights Program this original certificate. A �- new certificate in the buyer's name shal! then be issued. The development rights may be used cnly on a receiving site(s) that haslhave been given final approval for additional residential density achieved through the transfer of development rights in accordance with King County Zoning Code (K.C.C. 21A.37). Approved by Representative of th� King County Transfer af Develapment Rights Program Interagency Review Cammittee � Z c� S i.g natu re ate Cenilicate Number 19 Page 1 of 4 Datc Issued 7i?9iO4 �9��31!2004 15: 04 2535396514 S�UNllBUILT HOMES PAGE 05 �F. , STATE OF WASHlNGTON ) )SS. C�UNTY OF K1NG ) 1 certify that I know or have satisfactory evidence that Mark Sollitto is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he is authorized to execute the instrument and acknowledged it as the Program Manager, Transferable Development Rights Prvgram of King Cou�ty tv be the free and voluntary act of such party for the uses and purposes mentioned in the instru ment_ ;� Dated: ?rZy/v�-f � � � ��r�� Notary PubliC t and fo�t � ```��Z. p E G p0�.�� State of Washi�gton �� .�. "�SiON .F� � ? —�.� �' '9% '�: ' �4��{DTAqy �9`��'� = Residing at ✓��'7''� { _ _ —.— � _ � - ��e`�c s• = My appaintment expi�es �N�'�G� O�Ofo:\� .v�''' 01`�`� ''��`�i,��/W�9hti�+�I►``�`� To Redeem Development Rights: in applying for receiving site approval, the applicant shall provide the Department of I Development and Envi�onmental Services with either a copy of this certificate issued in the name of the applicant or a copy of this certificate with a signed option to purchase , these development right(s). For receiving sites within incorporated municipal jurisdictions, the applicant shall provide the above documentation to the municipal jurisdiction and shall follow that jurisdiciion's development application review process. Before building pe�mit issuance or bef�re final plat or short plat reco�ding, the applicant ,� shall deliver the appropriate TDR certificates issued in the applicant's name to the Transfer of Development Rights Program_ The applicant shall receive an extir�guishment document showing t9�«t the development rights have been applied to an approved receiving site. The TDR P�ogram shall confirm for DDES or the municipal � jurisdiction that the requirements of �.C.C. 24A.37 have been met. Certificate Number 79 Page 2 of 4 Date Issutd 7/29/04 � " n /1P��l�VAI_ «�cohuinc No vo� r:, ,. �IG COUNTY, WASHINGTON nP�Hnvn� Nriit�_ � � � .. DFPARTMENT OF DEVCLOPMFNT A[N�D1 fJI1VIRONMFNfAL SERviCFS �HIS kEQUEST OUALIHES FOR EXEMPTION UNDER q O IS DAY OF uLA' Z� KCC 19A.28. R DOES NOT Gl1ARANTEE TliAT THE 1 I �'��l.�(.C�� !��1 [iUUN�ARY LINE I/ � � -� � �('X7�Q`�2 . 7 -; - � A D U U S T M L N I \�Eti�� l07 S WII.L BF SUITABIE I OR UEVEI OPMENT NOW OR IN ��.I�' � TIIL hUiUNC. IH! LECaL TAPNSFER OF THE PROPERTY !� R NEER, PIAl11NC UNIT, IAND USE SERVICES DIV1910N MUST 5E DONC L3Y SEPARATE INSTRUMENT UNI.ESS PLL � N0. I_03LOU 13 LOTS HEREIN �RE UNOER THE SAME OWNERShIIP. KING COUNTY OEPARTMENT OF S ESSMENT°, / -- -- � � -- �--- ----- tXAMINEU &PPPROVED fH15 7_�UAY OF J�«�U�_, 20C� POR�ION OF �� . , �t�l�h1�.------ 1�G.��.�- , , KING C�UNIY ASSESSOR � .K J `SESSOR NW��q o/ SE��q c I4 I.�_;N, k.�t_W.M. DECLARATION ' - "' -'KN�w AII;MEN B'/TMjSE PRESEIQTS T1V.,T�W��THE UNOERSIGNF.D"OWNER(5J OF TNE UND NFWdN.LtS(:R15E�,DO NEREBY MAKE A eaUNDARY LINE ADJUSTUEM THEREUF PUF.;II.W{TO RCW 511.1�.040 0 DEGIME jH IS ANUS��./�Nf TO BE THE CRAPHIL REPRESRlinIIUN �'� �� UF TNE�/�.A1E.AND 1}IAT SHD/�LIJUSTMENf IS lMDE WfTF/THE FREC'.CONSENT AND IN ACCDROMICE WITk,T1E DESIRES OF TME OWNER(5). IN WRNE55 WHEREOF WE NAVE SE7 OUR HANDS FND S�l.� /1 r� �� "' 1lt�VL�'I�}'�U'1,`:�, j.'• .L. `�� .a��: y� y��_.�I� .... r,1ct�1 E�'1�' � ��,, j � �jL/�_,n��, '" �� '.�(,aiT,Q�.� - M �.� DE6RA L�AWI.�,R-- V.fY(!t r�.� �.. ' , , .:� .. �V�� '. �!��i104�r�r��'4 STATE�b��WASHI�i� /1 B8� � ` �"�410�F V� STATE OF MASIi[N6TON. i He , ' �':;� ��..�4 s" `;�tiaotaar � COl1NIY�F fF-re..4:�- �:; . . ;g„or„� � caur+rr oF _ �IP.Y'(]Q, 1 � tt, �: � �: .,• . s : �t % '�. ;��, � � Un ttii5�dey personullY appea�e(l'6efore me . %N�, /{�� r On[�le Jny OerSonally appeeretl tefoi�n ine �e Jy�. �U.q 4 �. p�nrki �. r.uia uJo GIVo� r _rt�� MNR' .__ ..:'�.. .. . �a��Z�y �i� onNO A NYBI OY ANO DEBRA l.N niu7 ' ��qFVti�qp�•, to mu k o n to U kh nAiv"tluals GescrSbetl Sn ai7d`whu �•• ��H� to m�knawn to Oe [�n ana5vidualr,descr�i�xn tn � �liu , , ciite<1 thn Hlthln P cJ tpr gn5nq Snatrument en{k' . �� ezacuteU the 4ir��n antl lorepoina 1ns[rument antlr� '� acknowlc�yuJ Lli�l I.ney 3�ipned :ne ;am¢ as [he�tt ti•ee aCKnowledpe0 tnal they elgne0 thc samx ee their ti•�e and voluntafy eCt enA Qeetl. fol'trf�U5�5 anE DLrposes,:''� anA valunta!'y nr.t dnd Oeed, tUr C U�5�-anJ pW'pO5e3 harPin mxn[�nnetl. ! � )� �; ' . hereln nenti0ned. � Notu'u Public,� J1 !C`r. 1r`�. l�� s��oio,. oil� (}E..� L// 7 �n�p'"�.GL A�9f:`�' C. Nata7 Pubtic { /Y�A .GC.I'S'/��%l.(;1I ;:oo<<: - exr��saa��cme�c-!C)U2_�r;__ .,, e;°avo��tma�t//CI O (� . �„� - ��--l ��LD LL��AL DESCRIPTIOMS SURVEYOR'$""CORR�CTED;:LEG�jL'`DES��RIPTION I.UT A IPARLtL�l�":�V�`.R1:J:103A33 Sq FC �... '.• - .�.'LOi B '.'IPPFICEL 1142305�A009) 49b.55fi�Sr�Ft .:' ;�: .� THAT PO{iTI�� tIE Nf1RI11.pIPLF CF TIE fhy17H HdLF IF Tlf.Nt%111MtSI WaHIEH uF ifti NOFifHMt51 UllJIIEH T1E EASI IW F.OL TFE I�flTHFESI 17UOATER OF 71i.S0Ui}EAST:'�'.U377F.R F�.SECTIW 1�.TOqNSHN:'�Nfilfll.HAM',E uF TIE SOUTNI:ASI OIJARTER�.OF SECTION 14 TQrA1:HTP 23 NOP1H.RAPIGE�tA,",T WM_�Y1NG EASTERLY OF THE EASTEH_Y 3 EA6i W.M:: _ .. IMHGIN(7F 1:bN nVEM.E.BE AS OEEOED�7U KING�4GJNT'flY CEtO REIX1fYlE0 UNCIEP KINi L(MNIiV REC17FI1L�3 N�. f0]4:<3 �+ ��` - _......�� .:'• .:•. �-.,. TOGEThER WITH A HON-fXQ.USIVE GSENkTlI FOH 1NIjF£v.El'#.:�5 NL�IITILI I IF i 1)VEH.INLLR W7 4di0`.i.�"llf WATH D(CFFi INAi�Q[ATION OF.THE SIl1i�F1EA5T Q1ARiFA OF T4E,'ryp1T19t�I.'tl1ARTER ul' �If SIIIn�SI (x1u11EA pF 541u 15 fEET Q 71E NESI.lf17 FEET US,laEASU1E➢FRG1 TIf GSf:}II.Y MAPGIN uF CiIUNTV f10I�RIIM-OF-XAY)�F LOT 2(1F SECTION 14 L'Flll;50.1iH'fF'T}�FU I ONING OESCALtI):LII{: ;7YIH1 VIA1 N0.870133.GdCOfnEO_WNOE{7 KING CQkMY iELOF70{NG N0.HOU2[AL39.RECOF'O"OF KING COINTY.X141INGi0N; ��y,p��IMa A�:YTE .. . .:�' �: . ': Q'OR1�P5T-eW1ER OF,BAIU S(%LfHEAST WPpiEp f1F TFE NOHTVMEST�Of14RTER OF TIE`.i(711RIL'AST ALFA TnGET1EH X}711 n NIN LXUSISIVE EASEAti�lf FUII I1Y.:�1�`:S,El'ilESS APO UTiLITIES OYER INCE�MCl AlivriS TFE 0.14PTER: 7tiENCE$OUTH 00'�:1^Yk,^,T.ALpNp Tlf FA0.�f LI(�OF SAlll.;OU7FfA5T WAqTEA,S�i.fi6 F'EET fU TVe S(MITII 1�FEET 47F T1f ERST 22 FEET OF TFE NEST 199 fEET.Ai I�F�Sk1R'D'FROM THE EAS7EPLY HARGSN OF Sa10 1'.�iln liCf,TNNING OF SAIO L1N.-; npj�E NO(lTl,i 9A'p7.E9'htiSf.pARALL_EL MITN iFt�NORTH LIIE cN� 'v17f1 SOUTHEASf OVFN.E SE.OF'THAT PCf7TtfNJ�-IF �IE NRilyl'IUIF Oi ThY'.'MHM,IRLF� llf.N(I}7tMF5T(MIAHII:N(Y- Ilk N6iI1hE5T QIARTEH OF TE NORTHhEST WPHI(ii:pF TIE$OU�IEA�T p1ARTER,fi5361 FEET TO 71ti 1{$T LRfi G SAIfI CAST :�IiAHiLN OF.:11E Sfnl(1£A:il Wp11IEf7 qE�'SECTION 14.Tf1Mf3ijP'23 HORTM RANC£5 EIST.MH.LYINfi EASTFA.Y OF TFti FWF OF TFE NORTFMEST WARTF.1�Of� PE."iqfj�lEAST 0.1/jaTFFI IJ�O 7}E TFqNINUS OF SALJ 4IIE. [nSiEH.Y MAFAiIN OF SAID 1`_'fith')YYETll1E SE: ;'.' MY]EkLFPT COINTY ROAII(YMN�YED 7U KtiJl;f,plNi'y�gy f]F�(7 qE�pq[lE0 1NF.R KING COUJTY ftCf]R�ING N0.etilKl�e. :iITUAfE IN hC�C�k4tY OF NING..^iTpTE OF MA'�1irY:T(W.;:�� . .. SIiUATE IN h[CpMY OF KING,SiATE OF NA91itY3�ON. �ut e f�'ucri.�faz3os 9dd�'.aga��sa Fc .. .• . . ,: �: r,c ensT wuf oF nE rmnaesr ounarea cF n�9arreasr:punaTrf+a�'secTcw u:rrnws�;�a z3�uarK au�e �. SURVEYOR'S NOTE 5 EAi'M.M: ' ' ' ilE tF.M LEGAL OESOiL+i1W F�R l0T B M65[EEN IRijTTtN HFHkIN WITM T!E INIFM pF EL]p�INAffNf.TFE POSSIIMF tu2f�f TNAT PORTION OF SAIO EaST HAI_F OF 71E NOp7FN1E5T cx1AR1ER'bF 7�E SalA1EAqY�WnHTFA CF,5�i0:$EC7ION IIIA?US EfE11�EEN Tlf Sq11H L➢�E OF iFE F+fl�f'EHIr ilfiLIN CESCq�yFl�uC TFIF NRIiN LR�E OF 71E r=MPEq7y XMIOi 14 DESCRIB[D AS FOLI�kS: �-' ''� :: ' " . AUJDINS TO llf$7UIH. TFE POSSIHILITY OF A MlAilfi IS CAUSFII IfY A DIfFERENi:;fART7NG WINf Fc]R Tlf FXCFFffnN fl[GINVIN�i AT llif Sf711THEASI lXAlEfi�SA10 tA�f HACE.41F TI[NOHI7Ttt:.`:7;lYJAH1EH'OF �Ff SWTMtA�f f7.IPR4,ER .. TO LOT�THAN T!f ACTUN.�EID OESf3ilp�k7ry FOR TMA1 ExCFPiIW. IIIi�NEN OES::NIPTLON pESplltll.•.;iMr NORTH l.Ift fJJ� �IC iH£F'UiNT OF E3EG7NNTNG;i1f.Nf:E HOf1TM 25'21'�EAS7.523.9'�F�`bT�Pl.(XJG'R1E FAST G�PE OF SnICI EA.�'7'.;;�.�. FU1F UF iF[NOHiH11E57'f71JPATEA OF THF SWTFi[AST WAFTLR�i}"fNCE'M1p7H BB'07'.iB'MEST G5361 FEET TO TFf ' � ��E%CFPTION IN 111t`.�M£MAMEFI/u TIf OEEU FU�PUT E%CEPfItri, f1EFlEgY PROTECf7Nf;TIE IMTE(37ITY AN� WEiT LINc fT 541U EAST 11,iLF OF TIE NI1HiIh�FST IXIN7TFR�f i1(';c1Ut1EAS'f 011AN7lrZ 741LNCG:�Iill�q'2]•O5• CUaT[MIITY OF TIE LEGAL �S(SiIPTI0N5. WEST S25tl2 FEET I� Rt S(n11M LL�E OF SAI�EAST YW.F OF TME NORTHNEST OIIpflSj�A Q THE'.�OU,IJy'Ayf 0.1ARIF3Z r��sarrn ee•»'3s'ensr�en r�[r AtcR+c ne sumi iu.E ar'snm eesr��nU ar ne wan�sru�nar� . EASEMENT, COVENANTS, AND RESTRICTIONS• af �FE SL'UT1�CA5T��iAarCH Iu nb TcalE Vu[Nr ty- iu,c1N+1Nt:: � ,cfFlOM TR�NSN.O�i0N.T7iLE INSUHANCF COHPANY SUBOIVISION GUApANTEE Na. A70090 nnll)EXl'FPi I:OINlfY ROAU CUNVEYEO TO KUlG COLAVTV BY OEED RECOf10ED IlY1Ff7 KING CQ'1N77,�Ca1DING NO.,L'680904::�: Snunit iN uY, cix�vlY uF hlr�c,slnle c�Nn5HlNuiva. � ITEM 7� �EASEMENT:��'"GRAN7EE: KING COUNTY WATER GISTH7CT No. 90 ' ': 1WP09[:�..MATER ANO SENEF MAINS ��FEA AFFFCTSp; N4RTHEFLY 30 FFET UF PARC.EL B __ "� '" RECOR�EO: JULY 1/, 1975. RECORDTNG Nu. 7ti07170567 � � .:�'ITEM 8. .�L`ASEMENh-'�$AANTEE: KINB CUUNIY WATER OISTFICT Nu. 90 PUqPOSE: WKfhH AN�SEWFP.,pfAINS � Af�A AFFEGifD� N13fifHEHLY 38'�FEG7 UF PARCEL A � ' HECOHOE�:.�.' JSlk+f 17. 1975. HECORRFNG No. 750 71 7 05/U'nncNobp Dy K��,N�. ITEN'�9. EASEMENT: :'GRANiEE:.�'PUGET °OUN�POWER 6 L1GH?. too+o�zvonoi�c, ��PURPOSE ,fLECTRIC TRAFf5MS5SI0N OR��OISTRI6UiI0N '?.._ �� ::� AREA�AFF�CTE�: AS CIINSTHUCTFD OVEFi PAf�CF� B�"�:,- HLCQRDE6[ FEBFWRY�.2;3, f995, RFp[iRUIN6 No. 95b273�47fi. IT[M 10.� qIGHTTO MAI(��NEGE"55AllY f.IJfS OR'RL.LS UFUN:-fHF'�LANU ' �' fiEAEIN-OCSCRIB�D, nS ESTABI':I$HEO 1N:�VOIUME 31 OF -�� -.�SONMi5S70NFR'S'AF�GAPDS:.,PAGE�'4i.'�i..�" . AREA AF�Er:iEU: P�Rf,CL$�'.:.. . �"_"_"___'_'-_' __'__' - . . .. , RECURDER'S CERTIFICATE .................... LAND SUHVEYOR�S CERTIFICATE � ^ �� :: ''� . �t:1'G �I. ;i.�,• � .. . , YII.ED �OR RECORD TI115 i�.%.... DAY OF}u�.�y'r Zpq44 q�' vM, TNIS AOUN�AViY L1NE ADJUS�MENI C012RFCTIY RF!'RFSFNTS 4l� ay��l' ��":��•�•� "'�� .��Mair/Nyblom.:$oundry� Lin�°::Adjustmen�. ` [ `�� A SURVEY 1AADF RY ME OR UNUkH MY DIREC(ION IN �F r r1 1j�(' = i •. �� IN OOON .�.J��i.AFi:$.l�} PAGE.eT�j..AT fHE�RE0UE5T OF CONFORMANCE WITH STATE ANC�f,0UN7Y STATUTES. � �: •�'q�i � DRYCO �`,y"0 Sl1C'Ueyl11�� 11�'h�� .: .:� ;� '� .� ;. PHIL SA'r2GEMi �� \1 � � �2��4 VA�LEY AVENUF EAST DWN.�GY ��DATE PRINTFI) ,}OB��NO. /�J r-� r•. C�^J �/ �. '��,�, ,�Q�, -- SUMNER, WA 98390 ��. ��'.7,h.5%znua zonsuk2 .` .. ��9 } �. �f i�l/r C� �. `�' .�r.�' `��-� � �� L L y -� . '.. �.'"_ _.�� \.. f A 30�.` ' CHN�. E3Y M:.,,�cti� _ .uFr u�aEcoa�S� c r�w�s�+kcwi i�' s�i i�� I';s-n)f, 03p0 fax 265-Fi7f,-9/0; Fs scni 10U, H�Er �: ,� �aias nair _ _ of �� KING GOUNTY, WASHINGTON k"�Ro�N� ��o �� -,,,:� � — -- ,trr�0�2,3°ICX�!XaZ.� 17/-�l�:�6�3 .--- � :> [30UNbARY L_INE aREa 5 �a�. Fe.r - - - — ,—. `./ AI�:JUSTMENT J LOT OLD NEW GHAPIL(. ,C4I..F 1'=70r7� � - 'iCN F: �� , A fu1yuo.M �tiH[a! .'_ ^��. ..�.!'1']I__UQ 13 P B 49fi.S9t 572EBfit o f0u ;00 JUO . .. .. �y \/Jl � .. . , . . ...... _'___'_'_ " VUkII:71! (7F — -- '_.._ . __"—_'_ � __:�_ ..� .'. V �NOTE: . .'� '� .:' ;! �'� I *Irt 1MJnM 11NE OF NEM lllf 0 K ON:IIDOM1L90�4 PFA OfIU. . f..�• i � ��E��„��Ntn lOf A 6 PMYLLLL NPN NIO 70 iFFT SUUIN Of Nn',�. or =SE,�a. s 14. r 23 N. R 5 k W M (;entnr Sa tion,t�ornar � I ..� I ni[o�Gnr�a uoruuqr unc a.�:a isnw�vewt st�ieam.vu'uc sc. --- --' �, �rctigri t4, Ericased .:'"'�• `. �_ __ _ _ _ �. ' ... 1';.lion Pipe wllh era�s � : I I, � I I I I .i rtrrL °�'�;��6'.19i',� �'�� . I �� 3" Brass Ca in � . . •Pin VISITFA July, 20'04 :,- I �'.. � ......:.. � � :mno men '�w z�.,l t;i's ,�'.��.=!� .� F' HFI D pef reierenGed I k'p-,y�p1'.�• ... �`� 60' n.e>s cao �pty� � � Concrete Casu pm .'�e+:o.:reu� ..I.: F ee� ..I .. n�ouc�x•;• I is Ixe�os e0' � ROS 9508G99U0l3 :�,��v (�) '' I I - . . �ro o�� . �uax�reb re�„a-�s,�eaw� 3sea5o oin L�� . a.�r� s.� , -.. - . x,_x_„ I _.' f �''` ,. ��. . :� -.lf�T �.'- .. , o _ - . � . -., .._ , - �- - - -- -- - eae�zoe I Eoat�/4dComnr . I I � s � ... .,...p ;,-,� :r .. ytll•t�79E 1;ipM1n�.00 �n Nn•fTmll E1NonI5roN f7afi�41q . ..— � -� - . . - '� - - -.� _ _ ._ _ _I Section 14 ��.. . . .. W W— _ ' .... �..�.� � r5EE �.. ��. .� 30 HAYlENilI71E11�IFN750117�h70.�{�.)$�, �;�MII'1N'Ff.�Ofj!lM17507170SE/ �ea•vmv �ze.n• wu,.,�,n"____� I N�=_Sout6east 136th .Strect h _ . _. _ � . �, �e� tee ua�v'::` . - + �I�y - • "-1 - -c' - �� ' � ~ �B'17OOE L106.6'py '__ - — __ v�uun I ap�� 9 .:�� i �,y�` � r - � � r^ - - T - - - - - - -- i.r.�m oo-ei I - � � ��„� au � I .�3 N, ,.�� _.Yr <�fes � � I ` � s � o rtwm I _. .'3 �"��;� � . 7q� I �/Of A.�151i. _;�� •�,:I � .. �� r wv , �''I I I 14750 OOBfi i �I ".�. I � .m .' .tw' A�. ::. � _ - J I —µwm%--� s�'1s3o4 szi2' ��Hrv.cw . �� I �'s� I- - - 1 - - - �, i `sa`w'.Aiv-v�;�.wi.nurv.v�.�i" '. ,�;:;�`��`•:.,.i'� i I uvutt � 5 wm � 'I' be sr qw�u uq�n[ur � .�:ie�� ':.�: i l0/50 OO�i i �4;IMi Ili�.i) I � iv.7'� U Mllb'aN �W�agR tt ari� �� 1" - . � I y wsw�r ro. ��m o»r Yx.: :.../nt:'y I �I � �irm �+Aa[ss Lol 2 p� � ss �un��a '. � : � ... . .. . . ::.' _ . .�. � � e unnrs nx uu� `F � X:i��'.i �ao•�sa` ' XCSY B7H!J9 ' ..... I e:.�`.�_1.`'l�.n ::'.�:;r�:✓. �i I A�iUG�50639 � i `'� � { _ _ . - _ - _.. ._ ' - - _ _ .. "''ig paa c°o n : � '�A''.?��N�1C A41:��.k3 ��.'�� dl„ I I -��I� rawu �..... ..�... ._.... � ' ' . . _ � Z:.� _.:i�id,',. .�✓3'�...s� � r�.� m��i I � -:i i �s��alaa�er -... r,.�y };� � U.�IEIE -_ ._ := . "" .. ,C . f�`�' � n.�i�flcla v� " �.' ': '� +3� �' y��".` VERTICAL DATUM �� I �__,�,..�y YR(�POS'EU'PL"i1T,' .� '7� I .a:+..�T Z KIHG f.UIMT'/ SURVEY CUNTROI PoiNt 1RENT2IU�� ` 1'wood Fancm - -1' n ' � O � ELEVn71uN a6B B7 { -{-IS' L1�Gi�1(/P.Jf . �/j .�:1�� , ' .,� L01]�(101s .�: �� y1 I�:�� ECUIPMENT USED � � '� 1 �� TOPC(7N GTS 3B TOTiL S�AI[ON i �.�+� 8A515 OF SUAVlY .::,....... �...��.�.•.�... - - _ _ p. ... C .�'� - -�' Ir TM75 SUflVFi' IS Ba5E0 ON R VHtVfUl15 SUiY/FY OF -a It.i��*��c F�;1�u�r ar iME rmi�.c.� �:.z- HP-IeG%[UiA COLLEC70{I � . R1 TMIS PR�,W ERTY:�RECORO OF�$U/WEY, PFN q50A099008, $ '""" ��,"��' � �I n Krzrler � K.[NG C�OUNTY..:WA7HlIN:IUN: 1L%5�' � �xu iu ,un��i�u..rtv +�� I PROCEDURE USED I w �ry, ,.'' ::' ;:�" ;' ..�� , , p FICIU TRAVERSE 6 ELk(:tRONIC OATA COLLEci1uNl "BASIS O�7kARING . . .. f'R37{�.9�N-~ � MtETS Of1 txcFEO'u 33e-130-040 � �I N(INUMENT4:TME YItST;LINE OF;�IIE SOUTHGAST QNARTER n�car k Cap �� y gpp� � v Q OF SECTIOfI 14. AS'SIIOMN(YI FELOHU(!f.'SWIVEY. ��R9�� I i � ,,,� 1:l770 W90 �tl� PFN 950008'�OOd, RUTA'ICO'-U'1B'49't� �: i�p �,NT' LlGEND mp ' _ - _ 1- "-_ — 9uw�ir.6 n[qn��r ppppw u nt'�mur>i olwrtN u Ir[ymE�y,y,�m, � y MONUYFNf fOUND THIS SUI.�tY � el c, ^ � .�:�/ 'F'-_..�•_ —_. —.._ �_ _-_x_ _'___ __ '?�_' O F01M1 VNO�ERTY CORNEfl�S INOIC�7E� � o �, REFERENGE SURy�YS .,''�� : .� .: :.� ' " m--y�.< —x-'x'—x � n PLAT OF C�N(11 MOOIf.�I�I-M•79d92BU5B5:. .� I :. I • �T �BAH t.I;�G LS/6228/341d'�`I � PL4T�f Hl1SE GAROENS. AFN 6�6101A::• Lo�i �/ 4 0'Baqitd.� � 'e �' f'LAT OF NILLIAN'S SUNNV .^+IOPCS, APH Sb979fi8��. . I l:� FIRE MYUNaNf i , )�:.'�:. F�.�.yd� e��rn Id qE(:ONI]Oh SIIRVEY. AFN 7tl11039011 �/�1 4�,^iC�.'� m WATER VAIVE �m im n� �' . . �e,�rsu•.�..,..:. g � T� warea nEiFH �� Y FECOFO OF 9URVEY. AFN 950009Bo00 (Hl:., Y ., ��.�^ ' -� ., I I �i I � .�� I +Lee E ELECiWC MEiEN � ''_.��_ ..•`J -�� .:' � 9�.7'�/'fIEG?SB'.. �� 1U7700p.E m PH�NE OR CABLE PE�fSTK 111 � - - '.' \ �N� „ x, �r� F� U�ri+Y._. -I i --_r-� C14UN II�NN OR WIRt FENCE ��. '� � % i'Mog Y4:c _---_—x Gevel �� -� M00(1 FFNCE � � ,S'E l.illlt� F'lace�: - - i ....... �.�. �.. ,�m_ :� x:.,,,�W �^=�•----� �i_ —ti �.Te�:�E l(, u� - - _ - `� '_ '� �' ... �:Pem:e iana'.. _ - - -�-.�r.rnn BU0.DINC5 ~ Lor4.+`�(�� Fncro0c4io '�:i I � `C�I I 4V ' 7 foot. .'.' �.•.,:.. (M) UEASURED �I �� Garc1 e�t1 s � , :�... KN,�� : : .�...�.., � � . ��':.•r��roPosFn rr,a:T � '�::�:�"'�`3 I i VOI. H:! P9GF. 6'9j` �u� 10- �� I .. Nichols Placr. : 3.' Brasc Cap in .- � I � Concrete Cose pe.r � fA3P001'� �� ` RGS 050809900a �i:.: ' l_. .-.:. .. :;'� .. . . " �I+Y� SE 14?th Sti•eet ::: .::�� :':. ... �� ---- -- ----- `.;:.�.._ l" :.;� ...: ..:. f : •..�.��,'.. Mol Visited C..�� -- ----- - . _ .__..------� �.. - ---- i. '..,Southeasl Corner .�_ . .. '$ectl 14 ;,T�••�� :: S'outh i/4 Cornnr CONC MON W/COI'F'EN PI UG �-—- �—--�� --T- —�.�� -�` . --... _ ;. S�:ction 14 VISITED March, 1999 T^��17.�T':'�A�'39'07'� (q� �`�'"' i� i. ----- — - -- �,,l,�y,,riw� � SUI�Ver & �AQ�pin9�"bY ` � MairfNyblor��oundry L'iiiG>AdjustmeqE �, ,�' �"' . "%Y`u�� DRYCO � � �_ , Y'; I Dryco Surveying, 1nc�.,..� ..-`� `: : , ��,V� ) �. \ � 17714 VALL[Y AVENUF EA�T DWPI. 9Y:i' DAfE pRINiFD diui nio y��.��- .,IIMI�JER, WA 98.590 LS. ' ./ lE/7o0a� ,t �'�8�� "ao`�o�'D��i --�--- /.. LOUSot2,: .-�— (J��'::.:�'`.�5' cnKn ev scnit �fi Er --�--..r- �. ��wi.ron� '� 253-826-03n0 fax 2�3-826-)7U3 Ps i'-ioo '� , .'`,� _ ............:,,,.:::• . •:.. OF�� a. 90�'18�2004 12:29 25.�,5396514 SDUNDBUILT HOMES Pt�GE 02 . l I �FTER RECORDI_NG MAII,_TO: 20@40N260�2412 Name SBI Developing LLC PQ��A� �� Address PO Box 73790 KING6COL81NTY1Z�0 � City/State Puyatlup, WA 98373 •�� Document Titie{s) (for trensacticns cvn�alned therein): �- 1. Temp�rary Construction Easearer_ Reference Number(s) of Documents Assigned or released: Grantor(s): (La9L name flrst,then first name and middie iniGaf) 1. Mair, Robert Z. Mair, Clyderae � ] Additio�al information on page of document Grantee(s): (l�st name flrst,then first name and middle ir.itia�) � 1. SBt Developing LLC, � :�-3 ' n��]�G A A) L� �'C�� Z. :: ;�j i .�•'j��3� �l �1�� ,�� [ ] Additional information on page of document Abbreviated Legal Description as follows: (I.e.fotfblock/plat ar sectlon/mwnsh�p/range/quarber/quarter} Ptn of N�j2 N 1/2 NW 1/4 NW 1/4 SE 1/4 Sec. 14 T�r�m 23 N R 5 E � Assesso�'s Property Tax Parcel JAccount Number(sj: 142305902207 � [ X ] Complete legal description Is on page 4 and S of document [ ] I am requesting an emergency nonstandard ;ecording tor an additional fee as provided in RC1N 36.18.010. I understand the recording, processing requirements may co�er up ar otherwise �bscure some part af the text of the original document. .........__......_.._._.__�._._.._....,.�.._..._..__.,_� _.,,,._._._.___._ _,- ___._-------------_��--------,..<_,�.r_._ ote: fie Auditor/Rerarder rv!!!re/y on the/nformahor provldeo�on tlre fonn fie staff w!/I not r�ad rhe docvmeat to ver�'y the ' xCurdty or completG�Jeis of t�he indPxing inJ�jrTndtion pra��!Oed herein. � � ..___._.._.._.- - ,,-...r_.��_-----•-� ._._._� .�_ ,__._„� ��`:;°..`:�A�Gf�TT��lR�@ r, � 08/13i^@04 1^: 29 2535390514 SOUFJDEUILT HOMES P�GE 03 After recording return to: 'r'�:' TEMPORARY CQNSTRiJCTION EASEMENT Reference#: N/A Grantor: ROBERT MAIR and CLYDERAE MATR Grantee: SBI DEVELOPING, LLC �Le�al Description: PTN ofN1/2 N1l2�1VV 114 NW '/4 SE]%4 SEC. 14 TWN 23 N R� E Additio�tal Lega1 Description: Attachments ] and 2 Assessor's Tax parcel TD#: I42305-9022-47 The Gramors, as natned above, for and in consideration of mutual benefits, do hereby grant, bargain, sell, convey and warrant to the above named Grantee, its successars and assigns, a non-exclvsive temporary construction easem�t far purposes of cflnstructing, reconstructing, installing, enlarging, operating, maintaining, repairing and replacing an undergro�nd storm drainage pipe and associated apputten8nces over, u.nder, through, acr�ss and upon the fol(owing described propetty in King Counry, Washington: i�"' That certain perfectly square azea of land, in the southeastern most corner of the property described in � Bxhibit A, ["Parcel A"], that has, as two of its sides, forty (4Q) faet along the south bovndary line frozn the southeast corner of Parcel A and forly (4d) feet alang the east boundary line from the southeast corner of Par�el A ("Temporary Easement ArOa"]. � For the purpose of constreicting, roconstructing, installing, repairing, replacing, enl3rging, operating and rnaintaioing an w�detground storm drainage pipe and asso�iated appurtenances, together with the right of ingress and egress thereto as required and approved by King Covrrty, for the purpose o�f providing drainage secvice to the properf.y described in Exhibit B ["Property"]. This easemeat is ganted subject to the foilowing terms and condition9: 1. Grarrtee agrees to use reasonable care nat w damage a.ny structures or utilities on Parcet A and agrees to immediately repair the same at Grarttee's cost and expense if Grantee, o.r Grarnee's agents damage Parcel A structures or utilities. Grantee further agte�s to use Teasonable care not to damage the lsndscaping on Psrcel A or the Temporary Easement A,t�ea and to return said landscaping to at least as g�ood a condirion as it was in on the date of t6is Amendment,prior to expiration of this F_asement. �C -� " 08112�2004 12:29 2535390514 SOUNDBUILT HOMES PAGE 04 � I . I I I�� Gonstruction Easement 2 I 2. Grantee fiirther agcees to indemnify and defend Seller for arry claims resulting from thc acts or I ,� omissions of Gra»tee or Granrte+e's agerrts upon Parcel A. 3 3. This Temporary Construction Easerrzerrt s�hall expire upon tho date Grarrtee's construction of the starm system and reiated appurtenances is complete and Grantor has si� a non-exclusive pern�anent — easement within ttze Temporary Easement Area as are required by King County with respect to the actually constructed storm water system and apputtenances described above. Grazrtee agrees to vse its best eft'orts to have snch permanent essemerrt area not exceed the souti, l8 feet of the east 25 feet of Parcel A, and to minimize any above ground appurtenances on Parcel A. Notwithstanding the foregoing, Grarrtor shaIl not . be obligated to execute any permanent easement which so far excceds the south 18 feet of the east 25 fe�of Parcel A as to, (i) iriterfere with atly struchtres or improvements located on Parcel A as of the date on which II the easement is requested, or(ii)to rnaterially diminish thc fair markec value of Psrcel A. This eascmern shall run with the Property, and shall be binding upon the parties, their heirs, successors in �! interest and assi�s � � I '�K1.�� IN WITNESS WHEREOF, the Gratetor has caused this instrument to be executed thi�day of Iuly, � zoo4. II ': � �/'�= ' � II. Robert Mair yderse Mair� } fi �3i'13,'2004 12: 29 25353Q0514 SO�JNDBUILT HOMES PAGE 05 4� Construction Easement 3 C OLlNTY OF ��I/CQ. ) ) ss STATE OF WASHTNGTON �. On this day of� day o � . -3963 bef�re me, the undersigned, a Notaty Public; in and for the State of Was ' duly wmmissioned and sworn, personally appea.red ROBERT and CLYDERAE MAIR, to me known to be the individuals described in, and who executed the within and foregoing instrume[rt, and acknowIed�ed xhat they signed the same as their free and voluntary act and deed for the uses and purposes therein mentiored. WITNESS my hand and offcia] seal her�affixed the day and yeaT first above written. ,�, OTARY PUBLTC in and r the State of • Washington, residing My Commission Expires: ` � I ,i � e 6 08/18!26�4 12: 29 2535390514 SOUNDBUILT HOMES P�6E 06 i � Construction Easemerrt 4 � EXHIBIT A ! PARCEL A I THE WESTERLY 199 FEE?OF THAT PORTION OF T.�NaRTH HALF OF THE NORTH HALF OF THE NORTHWEST QUARTER OF THE NORTHv�+�EST QUARTER OF TH� SOUTHEAST I QUARTER OF SECTION 14, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., LY1NG EASTERLY OF THE EASTERLY MARGIN OF 156�AVEM_TE S.E. A5 DEEDED TO KJING COUNTY BY DEED R�CORDED UNDER RECORDTNG Ni1MBER i694243; TOGETHER WITH A NON-EXCL[TSIVE EASEMENT FOR INGRESS.EGRESS AND UT�LiTiES OVER, UNDER AND ACROSS THE NORTH 15 FEET OF THE W�EST i87 FEET (AS MEASURED FROM THE EASTERLY MARGIN OF SAID 155'x AVE�Ti.TE S.E.}OF LOT 2 OF SHORT PLAT NO 878133, RECORDED UNDER KiNG COUNTY RECORD.ING NO. 8002250639,1N THE RECORDS �° OF KING COUNTY,WASHINGTON. � SIT'UATE 1N COUNTY OF KING, STATE OF WASHiNGTON. � � 08/18f2604 12: 29 2535390514 SOUNDBUILT HOMES PAGE e? Construc6on Easement 5 EX�IIBri'B PR�PERTY THE EAST HALF OF �'HE NORTHWEST QUARTER OF THE SOUTHWEST QUARTF.R Or SECTION 14, TOQVNSHIP 23 NORTH, RANGE 5 EAST, WILLAMETTE MERIDtAN, TN KING COUNTY, WASHiNGTON; EXCEFT THAT PORTION OF SAID EAST HALF OF THE 1VORTHWEST QUARTER OF THE SOUTh'EAST QUARTE�t OF SAID SECTiON 14 DESCRIBEA � AS FOLLOwS: BEGINNiNG AT THfi SC)UTHEAST CORNER OF SAiD EAST HALF OF THE NORTHVVEST � QUARTER OF TT� SOUTHEAST QUARTER AS THE POIlv"f OF TRUE BEGINMNG; THENCE NORTH 25 DEGREES 2I MIN[JTES EAST 523.99 FEET ALONG THE .F.AST LINE OF SATD EAST HALF OF THE NORTHWEST QU�IRTER OF THE SOUT�-IEAST QUARTER; THENCE NORTH 88 .DEGREES 7 MIIWTES 58 SECONDS WEST 653.61 FEET TO T� VVEST LINE OF SAID EAST HA�F OF THE NaRTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE SOUTH 0 DEGREES 27 ivIlNUI'ES 5 SECONDS WEST 525.82 FEET TO THE 50UTH LINE OF SAID EAST HALF OF T.H�E NOR7'EiWEST QUARTER QF THE SOUTIi�AST QUA.RTER; THENCE SOU7'H 3g DEGREES 17 NJTNLITES 35 SECONDS EAST 653.84 FEfiT ALONG THE SOUTH LINE OF SAID EAST HALF OF 7'HE NORTHWEST QUARTER OF THE SOUI'HEAST QUARTER T�J THE TRUE POZ;�1T OF BEGINNING; AND EXCEPT COUT!"i'Y ROAt?S. T�IAT PORTION OP THE NORTH I�ALF OF THE NORTH HALF OF THE NORTHWEST QGARTER OF THE NORTHWEST QUARTER OF Tf� SOU7HEAST QUARTER OF SECTION 14, I'OWNSHIP 23 NORTH, RANOE 5 EAST, W.M., LY7NG EASTERLY OF THE EASTERLY MARGIN OF 156�AVENUE S.E. AS DEEDED TQ KIING COUNTY BY DEED RECORDED LtNDER RECORDING NUMBER 1094243; �" EXCEPT THE WESTERLY 199 FEET THEREOF, AS TvIEASURED FROM THE EASTERLY MARGTTJ OF SAID 156TH AVENUE S.fi.,LYING SOUCFZERLY OF THE NORTH 30 FEET � THEREOF; I'OGETI-iER WITH A NON-EXCLUSIVE EASfiMEN a FOR INGRESS,EGRESS AND UTILiTiES ovER, UNDER AND ACROSS?HE NORTH 15 FEfi Or THE WEST 187 FEET(AS MEASURE.D FROM THE EASTERLY MARGIN OF SAID 156TH AVENUE S.E.)OF LOT 2 OF SHORT PLAT NO 878133,RECORDED UNDER KING C�UNTY RECORDiNG NO. 8002250639, RECORDS OF KIl�iG COUNTY, WASINGTON. A.LSO TOGETHER WITH A NON-EXCLUSi'JE EASEMENT FOR INGRESS, EGRESS AND UTIL.ITIES O�ER, UNDER AND ACROSS THE SOUTH 15 FEE OF THE EAST 22 FEET OF THE wEsr 1.99 FEET, AS MEASURED FROM THE EASTERLY MARGIN OF SAID 156'�j AVENUF.N S.E., OF THAT PORTION OF THE NORI'H HALF OF TI�NORTH HALF OF TH£NORTHwEST QUA.RTER OF THE NORTHWEST QUARTER OF THE SOLF��►.ST QUARTER OF SECTION 14, �o 4rY 03�'18�2004 12:29 2535390514 SOUNDBUILT HOMES PAGE 0� � —� I �I � Canstruction Easement g �, ?OWNSHIP 23 NORTH, RANGE 5 EAST, W.M., L4TNC� EASTERLY OF THE EASTERLY MARGIN OF SAID 156TN AVENUE S.E. IN KING COUNTY, �4'ASH.iNGTON. ,� i`� -� �� Core Design,Inc. CORE 14711 N.E 29fh Place Suite A�101 BeAevue,Washington 98007 \ i DESIGN K C • `/ C� I` �� /�� 425.885.7877 Fox 425.885.7963 �} �,� S � P� Y-Q t/i.E�, 1 � RECEIVED NOV 1 7 2004 KING COUNTY LAND USE SERUICES TECHNICAL INFORMATION REPORT (T.I.R.) FOR EVENDELL � KI1G COUNTY, �VASHINGTON �� R��.�, ��.��,�;-� � yT � `+,3 O ;n Q �`i Prepared by: David E. Cayton, P.E. ;�,.,s- �`� Date: November 8, 2004 'O� r,�� 13�� wa- , �rsr�� a4. Core No.: 04009 .S�I�AL E��ti• w �RE,.6-t2-rj 1�-ro-oy � ENGINEERING � PLANNING SURVEYING �1. FLO�'V C0�ITROL AND WATER QUALITY FACILITY ANALYSIS AND • DESIGN: • • • EAST BASIN The basin boundary delineated for the East Basin includes the development, SE 136th Street east of the existing basin ridge, and a portion of 160�' Avenue SE. A portion of the shoulder additional along 160`�'Avenue SE will not be included in the existing condition, i.e. not captured in the proposed drainage system, since an equal amount of existing asphalt will be included within the existing/developed East Basin and treated as pasture in the existing condition. For the reasons stated above, detention does not need to account for the bypass area since existing asphalt ��ill be treated in the place of the bypass impervious surfaces. The eastern portion of the site is 10.06 acres. The existing coverage is a combination of impervious surfaces associated with the existing residence, pasture, landscaping, lawn, and forest. The existing landscaping and lawn will be considered pasture per Table 3.2.2.0 in the 1998 KCSWDM for existing developed areas with densities less than 4 DU/AC. The site is covered with 3.00 acres of pasture and 6.62 acres of forest. Existing impervious surfaces from the existing residence and outbuildings cover a total area of 0.44 acre. Per Table 3.2.2.E in the 1998 KCSV�rDM, the effective impervious fraction for the site is 0.40 for existing rural areas. The effective impervious area is therefore 0.40*0.44 acre= 0.18 acre. Pasture will be utilized for the non-effective impervious surfaces (0.44 acre—0.18 acre= 0.26 acre}. The follo�;�ing infornlation was used for generating time series and flow frequencies. • EAST BASIN Total Area= 10.06 acres EXISTING CONDITIONS exeast) GROiJND COVER AREA(acre Till-Forest 6.62 Till-Pasture 3.00+ 0.26) 3.26 Im ervious 0.18 • i TRIBUTARYARE:4 CO.'V'DITIO:'�'S ' EAST BASIN The East Basin receives 0.36 acre of upstream cirainage from forest area just west of the site. The following information was used for generating time series and flow frequencies. EAST UPSTREA�'�'I Total Area= 0.36 acre TRIBUTARY CONDITIONS u steast GROLTND COVER AREA acre) Till-Forest 0.36 • • Flow Frequency Analysis Time Series File:exwest.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 .126 2 2/09/O1 18 :00 0.216 1 100.00 0. 990 0.049 7 1/05/02 16 :00 0.128 2 25.00 0. 960 0.116 3 2/28/03 3 :00 0.116 3 10.00 0. 900 0.014 8 3/24/04 19:00 0.109 4 5.00 0. 800 0.066 6 1/05/05 8 :00 0.105 5 3 .00 0. 667 0.109 4 1/18/06 16:00 0.066 6 2 .00 0. 500 0.105 5 11/24/06 4 :00 0. 049 7 1.30 0.231 0.216 1 1/09/08 6:00 0. 014 8 1.10 0.091 Computed Peaks 0. 187 50 . 00 0. 980 � • Flow Frequency Analysis Time Series File:preeast.tsf • Project Location:Sea-Tac --Annual Peak Flow Rates--- ----Flo:: Frequenci Pnalysis----- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.698 2 2/09/O1 18:00 0.999 1 100.00 0.990 0.238 7 1/05/02 16:00 0.698 2 25.00 0.960 0.580 3 2/28/03 3 :00 0.580 3 10.00 0.900 0.060 S 8/26/04 2:00 0.559 4 5.00 0.800 0.339 6 1/05/05 8:00 0.516 5 3 .00 0.667 0.559 4 1/18/06 20:00 0.339 6 2 .00 0.500 0.516 5 11/24/06 4:00 0.238 7 1.30 0.231 0.999 1 1/09/08 9:00 0.060 8 1.10 0. 091 Computed Peaks 0 . 899 50 .00 0. 980 , • • Flow Frequency Anal_:•�_s • Time Series File:posteast.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 1.94 6 2/09/O1 2:00 3.90 1 100. 00 0.990 1.59 8 1/05/02 16:00 2 .52 2 25. 00 0.960 2 .32 3 2/27/03 7:00 2 .32 3 10. 00 0.900 1.73 7 B/26/04 2:00 2 .08 4 5.00 0.800 2 .08 4 10/28/04 16:00 2 .06 5 3 .00 0.667 2 .06 5 1/18/06 16:00 1.94 6 2.00 0.500 2 .52 2 10/26/06 0:00 1.73 7 1.30 0.231 3 .90 1 1/09/08 6:00 1.59 8 1.10 0.091 Computed Peaks 3 .44 50.00 0. 980 • i • F1ow Frequency Analysis Time Series File:exeast.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 0.675 2 2/09/O1 18:00 0.970 1 100.00 0.990 0.232 7 1/OS/02 16:00 0 .675 2 25.00 0.960 0.564 3 2/28/03 3 :00 0 .564 3 10.00 0.900 0.060 8 8/26/04 2:00 0.541 4 5.00 0.800 0.329 6 1/05/05 8:00 0.501 5 3 .00 0.667 0.541 4 1/18/06 20:00 0.329 6 2.00 0.500 0.501 5 11/24/06 4:00 0.232 7 1.30 0.231 0.970 1 1/09/08 9:00 0.060 8 1. 10 0.091 Computed Peaks 0 . 872 50 . 00 0.980 • • Flow Frequency Analysis �'_'ime Series File:upsteast.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 0.023 2 2/09/O1 18:00 0.029 1 100.00 0.990 0.006 7 1/06/02 4:00 0.023 2 25.00 0.960 0.017 4 2/28/03 3 :00 0.018 3 10. 00 0.900 0 .001 8 3/24/04 20:00 0.017 4 5.00 0.800 0.010 6 1/OS/OS 8:00 0.015 5 3.00 0.667 0.018 3 1/18/06 20:00 0.010 6 2. 00 0.500 0 .015 5 11/24/06 6:00 0.006 7 1.30 0 .231 0.029 1 1/09/08 9:00 0.001 8 1.10 0.091 Computed Peaks 0 .027 50. 00 0.980 � I • � • DEVELOPED CONDITIONS The developed basin ridge delineated and allowed per SV�'M Adjustment L02V0024 was regraded at a different location than what currently exists. See Existing and Developed Conditions Exhibit on the following pages. The relocation was logical based on the property boundary and basin ridge relationship. A small triangle of area adjacent to the existing basin ridge within the existing West Basin is currently located at the most southwestern end of the property. This triangle of area is approximately 300' from the West Basin located within the property boundary, therefore this small area will be conveyed to the East Basin in the developed condition and an equal amount of area within the ea�sting East Basin located along adjacent to the basin ridge at the north end of the site will be conveyed to the West Basin. Since an adjustment was required to relocate the basin ridge, an automatic 10% safety factor was added to the detention calculations. The maximum impervious area per lot was calculated using the criteria in the 1998 King County Surface Water Design Vlanual page 3-27 and K.C.C.21A.12.030. The proposed development is urban residential. The site is R-6 zoning. The m�imum impervious area per lot is 70%. WEST BASIN The lots within the VVest Basin cover a total area of 1.15 acres. '_Vlaximum Lot Impervious Area= 70°�0*1.15 acres = 0.81 acre • West Basin Im ervious Area Delineation Onsite road and sidewalk 0.49 acres Im ervious area of lots 0.81 acres Total im ervious area 1.30 acres The input used for the KCRTS analysis is suminarized in the table below: VVEST BASIN Total Area= 1.81 acres DEVELOPED CONDITIONS (devwest) GROUND COVER AREA acre) Till-Grass (Landsca in ) 0.51 Im ervious 1.30 • 21 A.12.030 A. Densities and dimensions - residential zones � RESIDENTIAL z � u� u�su� 0 N IIE59NE RESIDEMIAL E S srw�wxns r+ku a�-s w►-�o �-zo uR �� nl e-s R-e ku n-�a n-u �wa ��n aw onrry: oa o.z a� o.os o.z � a s a �2 u � �s Dw�Otrp duhe dWae mlac eWae duhe dWse aWac dulac eWac dW�c dufae aWac duhe �� R�l (�l r� �r.ua�o.�rnyr. a.� o.a � s �� u n ae r1 . o.r.�r,o unrr�a. dra� d�,ae aurac aua� m�ac ausc arac awac d�r,c m c�► a�� a� �rnro�,�e o.eny_ esx rex ssx eox �sx �ovic esx m c+� n�► n� r+n nn �+n r� t�,l (�� (+s) W1 IIINmum Lot 1]5 E 133 R 1J5 R '136 R 35 R I6 R JO R �0 h 70 tt 30 R SOft 30 E �0 R � m m • �i �� JO R �0 h �Oft �0 R 70 h 7A R 70 ft 10 R 70 h 10 R 10 R 10R 10!t �'�* c� rn m rn m m m cn � m cs� �� is� rn rw��wa,mr�wr an �oee �on �an 6h se sn sn sn sn se s� stt �k �s► rn cn m m m c�o� noi na� ��o� n�nh aw rwy�e �o a �o tt �o e ro rt as e sa e ssn ss a �s n eo+e w n so a so n (q �s rt rs rt �o rt so rt eo e {u) [�il 1�41 f�Q (�O Mweum �x 20% tDx tisx 7oX m7L ss7c 7oX 75% a9x tsx asx !ox Ynp�Mous (11) (1�) (11) (11) �71) (91) Su'faer. H�l (��l MsI [��) �(� • 12-2 (King County 6-00} Flow Frequency Analysis • Time Series File:devwest.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 0.361 6 2/09/O1 2 :00 0.722 1 100.00 0. 950 0.301 8 1/05/02 16:00 0.485 2 25 .00 0. 960 0.432 3 2/27/03 7:00 0.432 3 10.00 0.900 0.333 7 8/26/04 2:00 0.399 4 5.00 0.800 0.399 4 10/28/04 16:00 0.384 5 3 .00 0.667 0.384 5 1/18/06 16 :00 0.361 6 2 .00 0.500 0.485 2 10/26/06 0:00 0.333 7 1.30 0.231 0.722 1 1/09/08 6:00 0.301 8 1.10 0.091 Computed Peaks 0.643 50 .00 0. 980 • • • EAST BASL�1 The lots w�ithin the East Basin cover a total area of 6.62 acres. Maximum Lot Impervious Area= 70%*6.62 acres = 4.63 acres East Basin Im ervious Area Delineation Onsite road and sidewalk 2.06 acres Impervious area of lots 4.63 acres Total impervious area 6.69 acres The input used for the KCRTS analysis is summarized in the table below: EAST BASIN Total Area= 10.06 acres DEVELOPED CONDITIONS deveast) GROLTND COVER AREA acre) Till-Grass (Landsca in ) 3.37 Im ervious 6.69 • I • � Flovr Frequency Analysis • Time Series File:deveast.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 1.92 6 2/09/O1 2 :00 3 .88 1 100.00 0. 990 1.58 8 1/05/02 16:00 2 .52 2 25 .00 0.960 2 .31 3 2/27/03 7:00 2 .31 3 10.00 0.900 1.73 7 8/26/04 2 :00 2 .08 4 5 .00 0. 800 2 .08 4 10/28/04 16:00 2 .05 5 3 .00 0.667 2.05 5 1/18/06 16:00 1. 92 6 2 .00 0.500 2.52 2 10/26/06 0:00 1 .73 7 1.30 0.231 3 .88 1 1/09/08 6:00 1 .58 8 1.10 0.091 Computed Peaks 3 .42 50 . 00 0. 980 • I I � B. Detention Routing Calculations I'� • Per the Hearing Examiner's Conditions, the V�"est Basin wetvault�vill mitigate for increased drainage flowrs from the developed West Basin utilizing Level 3 Flow Control. The East Basin wetpond w�ill mitigate for increased drainage flows from the developed , East Basin utilizing Leve12 Flow Control. All stormwater mitigation facilities will be �I designed according to the 1998 KCSWDM. Since an adjustment was required to relocate '�, the basin ridge, an automatic 10°% safety factor��vas added to the detention calculations. ' WEST BASIN The West Basin will utilize a wetvault to accommodate the required Leve13 Flow Control. The West Basin wetvault(�wault.rdfl was sized based on the 1998 KCSWDM and KCRTS Computer Software Reference Manual. See attached KCRTS printouts. The wetvault per KCRTS will have a surface area of 2,967 square feet and a depth of 7.42 �, feet. To accommodate the required 10% safety factor, the vault will be constructed with a surface area of 3,264 square feet(34 feet by 96 feet). VVest Basin Wetvault Overflow Elevation The rim �overflow for the ��ault is the riser pipe«�ithin the control structure. The water surface elevation above the riser for the 100 year developed flow is calculated assuming all orifices are plugged. To pass the 100-year return period storm, 0.72 cfs, � through a 12"overflow riser will require 0.47 feet of head (From Figure 5.3.4.H in the 1998 KCSWDM: Qweir=9.739DH3�2 � 0.72 = 9.739(12/12)H3`Z � H = 0.18 feet). The primaiy overflow elevation would therefore, be equal to the elevation of the top of the riser plus the amount of head required to pass the 100-year return period storm, Elev. 478.47 + 0.18 feet=Elev. 478.65. The ceiling of the vault is located at elevation 459.0 and will accommodate the required o�:erflow elevation. � ,I • Retention/Deten�ion Facility �_;�3'y�l��a�� r��}[ � Type of Facility: Detention Vault Facility Length: 87.27 ft Facility Width: 34 .00 ft Facility Area: 2967. sq. ft ', Effective Storage Depth: 7.42 ft I Stage 0 Elevation: 471.08 ft Storage Volume: 22016. cu. ft Riser Head: 7.39 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 0.81 0 .048 2 3.60 1.20 0.076 4 .0 3 5.20 0.50 0.010 4 .0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (.ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 471.08 89. 0 .002 0.000 0.00 0.01 471.09 119. 0 .003 0.002 0.00 � 0.02 471.10 148. 0.003 0.002 0.00 0. 03 471.11 178. 0.004 0.003 0.00 0 . 04 471.12 208. 0 .005 0.004 0.00 0 . 05 471.13 237. 0.005 0. 004 0.00 0 .06 471.14 267. 0.006 0. 004 0.00 0 .07 471.15 297. 0.007 0.005 0 . 00 0 .21 471.29 712 . 0.016 0.008 0.00 �i 0 .36 471.44 1157. 0.027 0.011 0.00 I 0.50 471.58 1573 . 0.036 0.013 0.00 I 0. 65 471.73 2018. 0.046 0.014 0. 00 0. 79 471.87 2433 . 0 .056 0.016 0. 00 0. 94 472.02 2878. 0 .066 0.017 0. 00 1. 08 472. 16 3294. 0 . 076 0.019 0. 00 1.23 472 .31 3739. 0 . 086 0 .020 0. 00 1.37 472 .45 4154. 0.095 0 .021 0 . 00 1. 52 472 .60 4599. 0.106 0 .022 0.00 1. 66 472 .74 5015. 0 . 115 0.023 0. 00 1. 81 472 .89 5460. 0.125 0.024 0. 00 1. 95 473 .03 5875. 0. 135 0. 025 0.00 2 . 10 473 .18 6320. 0. 145 0. 026 0.00 2 .24 473 .32 6736. 0.155 0. 027 0.00 2 .39 473 .47 7181. 0.165 0. 027 0 .00 2 .53 473 .61 7596. 0.174 0.028 0 . 00 2 .68 473 .76 8041. 0.185 0.029 0 . 00 2 .82 473 .90 8457. 0.194 0.030 0 . 00 2 . 97 474 .05 8902. 0.204 0.031 0 . 00 • 3 . 11 474 .19 9317. 0.214 0.031 O . C� 3 .26 474 .34 9762. 0.224 0.032 O . UO 3 .40 474 .48 101?7. 0 .234 O . G33 O . GG 3 .55 474 .63 10623. 0.244 0.034 0. 00 • 3 .60 474 .68 10771. 0.247 0.034 0. 00 3 .61 474 .69 10801. 0.248 0.034 0. 00 3 .63 474.71 10860. 0.249 0.035 0. 00 3 .64 474.72 10690. 0.250 0. 037 0. 00 3 .65 474 .73 10919. 0.251 0.039 0. 00 3 .66 474 .74 10949. 0.251 0. 041 0.00 3.68 474 .76 11008. 0 .253 0. 045 0.00 3 .69 474.77 11038. 0.253 0.046 0. 00 3 .70 474.78 11068. 0.254 0.047 0.00 3 . 84 474. 92 11483. 0.264 0.054 0.00 3. 99 475.07 11928. 0.274 0.060 0.00 4. 13 475.21 12343. 0.283 0. 065 0.00 4.28 475.36 12789. 0.294 0.069 0.00 4.42 475.50 13204. 0.303 0.073 0.00 4.57 475 .65 13649. 0.313 0.076 0.00 4.71 475.79 14064. 0.323 0.080 0.00 4.86 475.94 14510. 0. 333 0.083 0. 00 5.00 476.08 14925. 0.343 0.086 0. 00 5.15 476.23 15370. 0.353 0.089 0. 00 5.20 476.28 15518. 0.356 0. 090 0. 00 5.21 476.29 15548. 0.357 0. 090 0.00 5.22 476.30 15578. 0.358 0. 091 0.00 5.23 476.31 15607. 0.358 0.092 0.00 5.24 476.32 15637. 0.359 0.092 0.00 5.39 476.47 16082. 0.369 0.096 0.00 5.53 476.61 16498. 0.379 0 . 100 0. 00 5.68 476.76 16943. 0.389 0.103 0. 00 • 5 . 82 476.90 17358. 0.398 0.106 0. 00 5 .97 477.05 17803. 0.409 0. 109 0. 00 6.11 477 .19 18218. 0.418 0. 112 0. 00 6.26 477.34 18664 . 0.428 0.115 0.00 6.40 477.48 19079. 0.438 0.118 0.00 6.55 477.63 19524. 0.448 0.120 0.00 6.69 477.77 19939. 0.458 0.123 0.00 6.84 477.92 20385. 0.468 0. 125 0.00 6.98 476.06 20800. 0.478 a. 128 0 .00 7.13 478.21 21245. 0.488 0.130 0. 00 7.27 478 .35 21660. 0.497 0.133 0. 00 7.39 478.47 22016. 0.505 0. 134 0. 00 7.49 478 .57 22313. 0.512 0.444 0. 00 7 .59 478 .67 22610. 0.519 1.010 0. 00 7.69 478 .77 22907. 0.526 1.740 O.GO 7.79 478 .87 23203 . 0.533 2.530 0. 00 7. 89 478 .97 23500. 0.539 2 .820 0.00 7.99 479.07 23797. 0.546 3 .070 0.00 8.09 479.17 24094. 0.553 3 .310 0.00 8.19 479.27 24390. 0.560 3 .530 0.00 8.29 479.37 24687. 0.567 3 .740 0. 00 8.39 479.47 24984. 0.574 3 .930 0. 00 8 .49 479.57 25280. 0 .580 4.120 0. 00 8.59 479.67 25577. 0 .587 4.290 0. 00 8.69 479.77 25874. 0 .594 4.470 0. 00 8 .79 479.87 26171. 0.601 4.630 O.CG 8 . 89 479.97 26467. 0.608 4 .790 O. CO • 8 . 99 480 . 07 26764 . O .E14 4 . 940 O . Ou 9 . v9 480 .1.7 �?051. G . 621 5 . 090 U . �O 9.19 480.27 27357. 0.628 5 .230 0.00 • 9.29 480.37 27654. 0.635 5 .370 0.00 H�d Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.72 0.22 0.22 7.42 478.50 22102 . 0.507 2 0.36 ******* 0.12 6.54 477.62 19496. 0.448 3 0.37 ******* 0.11 5.87 476.95 17498. 0.402 4 a.38 ******* 0.09 5.07 476.15 15128. 0.347 5 0.43 ******* 0.09 5.01 476.09 14956. 0.343 6 0.23 ******* 0.06 3 .91 474 .99 11683 . 0.268 7 0.30 ******* 0.03 3 .29 474 .37 9839. 0.226 8 0.33 ******* 0.03 2.75 473 . 83 8260. 0 . 190 ---------------------------------- Route Time Series through Facility Inflow Time Series File:devwest.tsf Outflow Time Series File:wout Inflow/Outflow Analysis Peak Inflow Discharge: 0.722 CFS at 6 :00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.222 CFS at 11 :00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.42 Ft Peak Reservoir Elev: 478.50 Ft Peak Reservoir Storage: 22102 . Cu-Ft . 0 .507 Ac-Ft Flow Frequency Analysis • Time Series File:wout.tsf Project Location:Sea-Tac --F.nnual Peak Flow Rates--- -----Flow Frequency Analrsis----- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.120 2 2/09/O1 20:00 0.222 7.42 1 100.00 0.990 0.�32 7 12/28/O1 18:00 0.120 6.54 2 25 .00 0 .960 0.086 5 3/06/03 22 :00 0.107 5.87 3 10.00 0.900 0.030 8 8/26/04 7:00 0.087 5.07 4 5.00 0.800 0.057 6 1/05/05 15 :00 0.086 5.01 5 3 .00 0.667 , 0.087 4 1/18/06 23 :00 0 .057 3 .91 6 2.00 0.500 0.107 3 11/24/06 7 :00 0.032 3 .29 7 1.30 0.231 0.222 1 1/09/08 11:00 0.030 2 .77 8 1.10 0.091 Computed Peaks 0.188 7 .41 50 . 00 0.980 Flow Duration from Time Series File:wout.tsf Cutoff Count Frequency CDF Exceedence_Probabilitr CFS � � % 0 .002 34644 56.497 56.497 43 .503 0.435E+00 0 .005 4824 7.867 64.364 35 .636 0. 356E+00 0 .008 5399 8.805 73 .169 26.831 0.268E+00 0 .012 3897 6.355 79.524 20.476 0.205E+00 0 .015 4088 6.667 86.190 13 .810 0.138E+00 0.018 2706 4 .413 90.603 9.397 0.940E-01 G .022 2069 3 .374 93 .977 6.023 0 .602E-01 • � .025 1286 2 .097 96.075 3 .925 0.393E-0' �� .028 1042 1 .699 97 .7i4 2 .226 0 .223E-0� , J . G32 ^G3 _ . 146 7� .5�0 _. C9C O . 1C�L�E-Ol 0 .035 327 0.533 99.454 0.546 0.546E-02 � 0.039 7 0.011 99.465 0.535 0.535E-02 0 .042 11 0.018 99.483 0.517 0.517E-02 0 .045 12 0.020 99.503 0.497 0.497E-02 0.049 32 0.052 99.555 0.445 0.445E-02 0.052 35 0.057 99.612 0.388 0.388E-02 0.055 31 0.051 99.662 0.338 0.338E-02 0.059 20 0.033 99.695 0.305 0.305E-02 0.062 13 0. 021 99.716 0.284 0 .284E-02 0.065 12 0.020 99.736 0.264 0 .264E-02 0.069 16 0.026 99.762 0.238 0 .238E-02 0.072 16 0.026 99.788 0.212 0 .212E-02 0.075 18 0.029 99.817 0 .183 0 .183E-02 0.079 18 0.029 99.847 0.153 0.153E-02 0.082 19 0.031 99.878 0.122 0 .122E-02 0.085 10 0.016 99.894 0.106 0.106E-02 0.089 17 0.028 99.922 0.078 0.783E-03 0.092 5 0.008 99.930 0.070 0.701E-03 0.095 10 0.016 99.946 0.054 0 .538E-03 0.099 3 0.005 99.951 0.049 0.489E-03 0.102 7 0.011 99.962 0. 038 0.375E-03 0 . 105 5 a.008 99.971 0.029 0.294E-03 0 .109 6 0.010 99.980 0. 020 0.196E-03 0 . 112 2 0.003 99.984 0. 016 0.163E-03 0 . 116 3 0.005 99.989 0.011 0.114E-03 0 . 119 4 0.007 99.995 0. 005 0.489E-04 Duration Comparison Anaylsis Base File: exwest.tsf • New File: wout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- Check of Tolerance------- Cutoff Base New �Change Probability Base New %Change 0 .034 I 0 .81E-02 0.71E-02 -12 . 1 I 0 .81E-02 0. 034 0.033 -1.4 0.041 � 0 .59E-02 0.52E-02 -11_1 I 0.59E-02 0. 041 0.034 -17. 3 0 .048 I 0 .46E-02 0.45E-02 -2 .8 I 0_46E-02 0. 048 0.048 -1. 3 0.056 � 0 .34E-02 0.33E-02 -2 .4 I 0.34E-02 0. 056 0.055 -1.4 0.063 � 0 .26E-02 0.28E-02 5.6 I 0.26E-02 0. 063 0.066 4. 9 0 .070 I 0 .19E-02 0.23E-02 19.8 I 0.19E-02 0. 070 0.075 6. 0 0 .078 I 0 .14E-02 0.16E-02 15.3 � 0.14E-02 0. 078 0.081 3 .7 0 .085 � 0 .96E-03 0.11E-02 10.2 � 0.96E-03 0. 085 0.086 I.3 0 .092 I 0 .68E-03 0.68E-03 0.0 � 0 .68E-03 0. 092 0.092 0. 0 0 .100 I 0 .41E-03 0.47E-03 16.0 I 0.41E-03 0. 100 0.102 2.3 0 .107 I 0 .21E-03 0 .26E-03 23 .1 � 0.21E-03 0. 107 0.109 1. 7 0 . 114 i 0 .15E-03 0.13E-03 -11.1 I 0 .15E-03 0. 114 0.113 -0. 6 0 .121 � 0 .65E-04 O .00E+00 -100.0 I 0 .65E-04 0. 121 0.119 -2.4 btaximum positive excursion = 0.004 cfs ( 6.4%) occurring at 0.070 cfs on the Base Data:exwest.tsf and at 0.075 cfs on the New Data:wout.tsf [�taximum negative excursion = 0.008 cfs (-18.7�) ', occurring at 0 . 043 cfs on the Base Data:exwest.tsf I ard at O . G35 cfs on the D7ew Data:wout.tsf • • R �.�' , ,__ ', � � � � c� � �__� �� ,� <� � �. � � � '� �r �, rw � ti� r^, � � --- t � =. � �} .� � � t�`��f� �i. LL `,� � �� , � '� �� }0 :, *`;�_� -��? � _ V t� -a.. Cr} �,'. � � # -�. � ,-:� � �—' Probabilit+� Ex�.eedence � � �1 fa�-3 1 {l-� 1 t=1-a � `1-z � �4-i �) • VAULT FREQUENCI� / DU1ZaTION COMPARISON EVF,NDEI:L CORE PROJEC'I' NO. 04009 • Retention/Deteation Facility �LL '� � � c9 �;� Type of Facility: �e�ertior. Pond Side Slope: 3 .00 H:1V Pond Bottom Length: 165.00 ft �%` Pond Bottom Width: 78.00 ft '� Pond Bottom Area: 12870. sq. ft Top Area at 1 ft. FB: 25135. sq. ft 0.577 acres Effective Storage Depth: 6.15 ft Stage 0 Elevation: 452.00 ft Storage Volume: 109514. cu. ft � f �,�, � 2 .514 ac-ft � ;j ;��%r `�`i�� Riser Head: 6.15 ft � �-" 'r� Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.75 0.206 2 4.00 3.00 0.358 6.0 3 5.10 2.00 0.111 4 .0 Top Notch Weir: None _,._-- Outflow Rating Curve: None ' , -;�.- , - f, �' - • Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0. 00 452 . 00 0. 0.000 0.000 0.00 12870. 0. 02 452. 02 258. 0.006 0.011 0.00 12899. 0. 04 452.04 516. 0.012 0.016 0.00 12928. 0.05 452.05 645. 0. 015 0.019 0.00 12943 . 0.07 452.07 905. 0.021 0.022 0.00 12972. 0.09 452 .09 1164. 0.027 0.025 0.00 13002. 0. 11 452 .11 1425. 0.033 0.027 0.00 13031. 0 . 13 452 .13 1685. 0.039 0.030 0.00 13060. 0 . 15 452.15 1947. 0.045 0.032 0.00 13090. 'i 0 .27 452.27 3528. 0.081 0.043 0.00 13266. i 0.39 452.39 5131. 0.118 0 .052 0 .00 13444. 0.51 452 .51 6755. 0.155 0 .059 0.00 13623. ' 0 .63 452 .63 8400. 0.193 0.066 0.00 13803. , 0 .75 452 .75 10068. 0.231 0.072 0.00 13984. 0 . 87 452.87 11757. 0.270 0 .077 0.00 14166. 0 .99 452.99 13467. 0.309 0.083 0.00 14349. 1 .11 453 .11 15200. 0.349 0.088 0.00 14533 . 1.23 453 .23 16955. 0.389 0.092 0.00 14718. 1. 35 453 .35 18733. 0.430 0.097 0.00 14904 . 1.47 453 .47 20532. 0.471 0 .101 0.00 15091. 1 .59 453 .59 22355. 0.513 0.105 0.00 15279. 1.71 453.71 24199. 0.556 0.109 0.00 15468. 1. 83 453 . 83 26067. 0.598 0.112 0.00 15659. 1. 95 453 .95 27958. 0. 642 0.116 0.00 15850. 2 . 08 454 . 08 30032. 0.689 0.120 0.00 16058 . • 2 . 20 454 .20 31970. 0.734 0.123 0.00 16252 . 2 .32 454 . 32 33532 . G . ?'?° 0 .126 0.00 16446 . �';r:v ` a ` 2 .44 454.44 35917. 0.825 0.130 0 .00 16642 . • 2 .56 454.56 37926. 0 .871 0.133 0 .00 16838 . 2 .68 454 .68 39959. 0 .917 0 .136 0.00 17036. 2 . 80 454 .80 42015. 0.965 0.139 0 .00 17235. 2 .92 454 . 92 44095. 1.012 0.142 0.00 17434 . 3 .04 455.04 46199. 1.061 0.145 0 .00 17635 . , 3 .16 455.16 48327. 1.109 0.148 0.00 17837 . 3 .28 455.28 50480. 1.159 0.150 0.00 18040. 3 .40 455.40 52657. 1.209 0.153 0. 00 18243 . 3 .52 455.52 54858. 1.259 0.156 0.00 18448. 3 .64 455.64 57085. 1.310 0.159 0 .00 18654. 3 .76 455.76 59335. 1.362 0.161 0.00 18861. 3 .88 455.88 61611. 1.414 0.164 0.00 19069. 4.00 456.00 63912. 1.467 0.166 0.00 19278. 4.03 456 .03 64491. 1.481 0.169 0.00 19330. 4.06 456.06 65072. 1.494 0.176 0.00 19383. 4.09 456.09 65654 . 1.507 0.189 0.00 19435. 4.13 456.13 66433. 1.525 0.205 0. 00 19506. 4.16 456.16 67019. 1.539 0.225 0.00 19558. 4.19 456.19 67606. 1.552 0.249 0. 00 19611. 4.22 456.22 68196. 1.566 0.275 0 .00 19664 . 4 .25 456.25 68786. 1.579 0.293 0 .00 19717. 4 .37 456.37 71165. 1.634 0.322 0.00 19929. 4 .49 456.49 73569. 1.689 0.347 0 .00 20142. 4 .61 456.61 75999. 1.745 0 .369 0 .00 20356. 4.73 456.73 78455. 1. 801 0.390 0.00 20572. 4.85 456.85 80936. 1.858 0.408 0 .00 20788. 4.97 456.97 83444. 1.916 0.426 0.00 21005. • 5.09 457 .09 85978. 1.974 0.443 0.00 21224. 5. 10 457 .10 86190. 1.979 0.444 0.00 21242. 5.12 457.12 86615. 1. 988 0.447 0.00 21279. 5.14 457 .14 87041. 1.998 0.452 0.00 21315. 5. 16 457.16 87468. 2.008 0.459 0.00 21352 . 5.18 457.18 87895. 2 .018 0.468 0. 00 21388. 5.20 457.20 88323 . 2 .028 0.478 0.00 21425. 5 .23 457.23 88967. 2.042 0.489 0.00 21480. 5 .25 457.25 89397. 2 .052 0.501 0. 00 21517. 5.27 457.27 89828. 2 .062 0.510 0.00 21553. 5.39 457.39 92427 . 2.122 0.538 0.00 21774. 5.51 457.51 95054. 2.182 0.564 0 .00 21997. 5.63 457 .63 97707. 2.243 0 .587 0.00 22220. 5.75 457.75 100366. 2 .305 0 .609 0.00 22444. 5.87 457.87 103093. 2 .367 0.630 0.00 22669. 5.99 457 .99 105827. 2 .429 0 .650 0.00 22895. 6.11 458.11 108588. / 2.493 0.669 0.00 23122. 6.15 458.15 109514_�/ 2 .514 0.675 0.00 23198 . __ ----- ------------- ----- _____ _ -------- - - - ___- -___------ _ 6.25 458.25 111844. 2.568 1.150 0.00 23389. 6.35 458.35 114192. 2 .621 2 .010 0. 00 23580 . 6.45 458 .45 116560. 2 .676 3 .120 0.00 23772 . 6.55 458 .55 118947. 2.731 4 .430 0.00 23964. 6.65 458.65 121353 . 2 .786 5 .910 0. 00 24158. 6.75 458.75 123778. 2 .842 7.350 0 .00 24352 . 6.85 458 .85 126223 . 2 .898 7 .890 0. 00 24547. 6. 95 458.95 128687. 2 .954 8.400 0_00 24742. 7. 05 459.05 131171. 3 .011 8 .870 0.00 24938. • 7 . 15 459.15 133675. 3 .069 9.320 0 .00 25135. % .25 459 .25 13E1.9. 3 . 127 9.750 0.00 25333 . � � � . . - '�II�� r�� tr-- �'n`f , '.� C:� �� ' r•�1,.� � 7 .35 459.35 138742. 3 .185 10 .160 0. 00 25531. • 7.45 459.45 141305. 3 .244 10 .550 0.00 25730. 7 .55 459.55 143868. 3 .303 10 .930 0.00 25930. 7. 65 459.65 146491. 3 .363 11.290 0 .00 26131. 7.75 459.75 149114. 3 .423 11.640 0.00 26332 . 7.85 459.85 151757. 3 .484 11.990 0.00 26534 . 7. 95 459.95 154421. 3 .545 12 .320 0.00 26736 . 8. 05 460.05 157104. 3 .607 12 .640 0.00 26940 . 8. 15 460 .15 159809. 3 . 669 12 .960 0 . 00 27144 . Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3 . 90 ******* 2 .62 6_40 458.40 115486. 2 .651 2 1. 94 ******* 0.67 6.14 458.14 109398. 2 .511_ 3 1. 96 0.58 0.58 5.60 457.60 96982 . 2 .226 4 2.32 ******* 0.50 5.25 457.25 89499. 2 .055 5 2 .06 ******* 0.42 4.96 456. 96 83147. 1.909 6 1.22 0.17 0.20 4.13 456. 13 66386. 1.524 7 1.59 ******* 0.16 3 .61 455.61 56504. 1.297 B 1.73 ******* 0.14 2 .92 454 . 92 44126. 1 .013 • • Duration Comparison Anaylsis • Base File: preeast.tsf New File: eout.tsf Cutoff Units : Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New $Change 0.170 I 0.82E-02 0.52E-02 -36.7 I 0 .82E-02 0.170 0.160 -5 .8 " ' 0 .187 I 0.70E-02 0.44E-02 -36.3 I 0.70E-02 0.187 0. 164 -12 .6 0.204 � 0.62E-02 0.38E-02 -38.5 � 0.62E-02 0.204 0.165 -19.2 0.222 � 0.55E-02 0.37E-02 -32.2 I 0.55E-02 0.222 0.168 -24 .3 0.239 � 0.50E-02 0.36E-02 -28.1 I 0.50E-02 0.239 0.174 -26 .9 0.256 � 0.45E-02 0.35E-02 -22 .7 � 0.45E-02 0.256 0.183 -28 .4 0.2?3 � 0.40E-02 0.34E-02 -13 .5 I 0.40E-02 0.273 0.201 -26 .4 0.290 � 0.36E-02 0.34E-02 -5.5 I 0.36E-02 0.290 0.248 -I4 .5 0.307 � 0.31E-02 0.31E-02 0.5 I 0.31E-02 0.307 0.308 0.5 0.324 � 0.28E-02 0.29E-02 4.7 � 0.28E-02 0.324 0.339 4 .6 0.341 � 0.25E-02 0.27E-02 9.2 � 0.25E-02 0.341 0.361 5 .8 0.358 I 0.23E-02 0.25E-a2 10. 8 � 0.23E-02 0.358 0.375 4 .7 0.375 � 0.20E-02 0.23E-02 15.0 � 0.20E-02 0.375 0.387 3 .3 0.392 � 0.17E-02 0.19E-02 9.6 � 0.17E-02 0.392 0.399 1 . 9 0.409 � 0.14E-02 0.14E-02 3.5 � 0.14E-02 0.409 0.412 0 .7 0.426 � 0.12E-02 0.12E-02 -4.0 � 0.12E-02 0.426 0.422 -1 . 0 0.443 I O.10E-02 0.99E-03 -1.6 � O.10E-02 0.443 0.441 -0 .5 0 .460 I 0.90E-03 0.90E-03 0.0 � 0.90E-03 0.460 0.464 0 .9 0 .477 I 0.82E-03 0.83E-03 2.0 � 0.82E-03 0.477 0.478 0 .2 0 .494 I 0.62E-03 0.72E-03 15.8 � 0.62E-03 0.494 0.519 5.0 0 .511 I 0.52E-03 0.64E-03 21.9 ( 0 .52E-03 0.511 0.531 4 .0 • 0.528 � 0.39E-03 0.55E-03 41.7 I 0.39E-03 0.528 0.560 6 .0 0.545 � 0.33E-03 0.44E-03 35.0 I 0 .33E-03 0.545 0.574 5 .3 0.562 j 0.24E-03 0.38E-03 53.3 I 0.24E-03 0.562 0.594 5.7 0.579 j 0.20E-03 0.29E-03 50.0 � 0.20E-03 0.579 0.618 6 .6 0.596 � 0.15E-03 0 .23E-03 55.6 � 0.15E-03 0.596 0.639 7 . 1 0.613 � 0.13E-03 0.20E-03 50.0 I 0.13E-03 0.613 0.641 4 .5 0.630 I 0.11E-03 0.15E-03 28.6 I 0.11E-03 0.630 0.649 2 .9 0.648 I 0.11E-03 0.11E-03 0.0 � 0.11E-03 0.648 0.649 0 .2 0.665 I 0.49E-04 0.65E-04 33 .3 � 0.49E-04 0.665 0.668 0 .5 0.682 I 0.33E-04 O.00E+00 -100.0 � 0.33E-04 0 .682 0. 671 -1 .6 Maximum positive excursion = 0.049 cfs ( 8.3%) occuring at 0.590 cfs on the Base Data:preeast.tsf and at 0.639 cfs on the New Data:eout.tsf Maximum negative excursion = 0.073 cfs (-28 .401 occuring at 0.256 cfs on the Base Data:preeast.tsf and at 0. 183 cfs or. the Ne�� Data:eout.tsf . � - - EOUT.PKS • Flow Frequency Analysis Time Series File:eout.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 0.674 2 2/09/O1 20:00 2.61 6.40 1 100.00 0.990 0.158 7 12/29/O1 10:00 0.674 � 6.15 2 25.00 0.960 0. 503 4 3/06/03 22:00 0.580'� 5.60 3 10.00 0.900 0.142 8 8/26/04 7:00 0.503 5.25 4 5.00 0.800 0.204 6 1/08/05 3:00 0.424 4.96 5 3.00 0.667 0.424 5 1/18/06 23:00 0.204 4.13 6 2.00 0. 500 0. 581 3 11/24/06 8:00 0.158 3.61 7 1.30 0.231 �.61 1 1/09/08 10:00 0.142 2.92 8 1.10 0.091 Computed Peaks 1.97 6.35 50.00 0.980 • • Page 1 PREEAST.PKS � Flow Frequency Analysis Time Series File:preeast.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 0.698 2 2/09/O1 18:00 0.999 1 100.00 0.990 0.238 7 1/05/02 16:00 0.698 2 25.00 0.960 0. 580 3 2/28/03 3:00 0. 580 3 10.00 0.900 0.060 8 8/26/04 2:00 0. 559 4 5.00 0.800 0.339 6 1/05/05 8:00 0. 516 5 3.00 0.667 0.559 4 1/18/06 20:00 0.339 6 2.00 0. 500 0. 516 5 11/24/06 4:00 0.238 7 1.30 0.231 0.999 1 1/09/08 9:00 0.060 8 1.10 0.091 Computed Peaks 0.899 50.00 0.980 • • Page 1 • � � F'ti.l� t.�"-'t.+.��._1 I `. _t, _ A � 5,," �. � ;k,: ',� l .".. C� 1 '�: . ti . � �5:: � � --• � _ �._�..__��.—..�., . 's. — 3-. ,� t.{ {1.�: I e4�. � '.`�� _a_.��....__.._-._..��,.___��_��...�. _m��.�.....v�.��._�....�� .�_.._ .�...�.._.. �� . �� ` �� I, 'i ±`if. _1 ��t i� ti' ;!�y ; �� 'r ='1 �`' .}. s=--" - �3� r�; � ,: � 4 .'—f 'M '=' �, Probability E:�c�e�denc� � ,— __ _� -a _3 -z -� 1 �-; 1 �`� 1 �"� 1 �_! ? i-; i POND FREQUENCY /DURATION COMPARISON � E�'ENDELL CORF, PROJf�('�' �10. 04009 Actual POND VOLL7ME CALCULATIONS CORE PROJECT NO. 04009 � PROJECT NAl'V�: EVENDELL ELEVATIO INCREMENTAL TOTAL VOLUME VOLL'IVIE SF CF CF �� 5... `��1�.0 ��oo . . � .. � �..:. . . ::��,_ - � 26,450 154,772 458.0 2�300 - 51,511 128,322 * 456.0 �6?11 - - -= 24,109 76,811 455.0 2?007 = 20,064 52,70? 454.0 18120 = 32,638 3?,638 - � =�52.0 14518 � = .,: 452.0 12140 - . ; ?1,09� 36,110 ** � , � 450.0 89�� 1�,Ol� ]5,015 448.0 6060 -= * =Total Live Storage in Pond ** =Total Dead Storage in Pond � � ,�j � �_;f� �-a � �-__. ;� f � 4 � � 2, C . � �, .�-, � ��c � �x� �� t .�� j� �,_ — _ ry ;�' �✓. ,� � :� �3 : ' � -L (2�f t3� � �� "� `' - � °� < x ,� � . < � � � ,i�. �,� �� i � � , � � .�' „� t.� � �.,.� ,� `' � �; s''�. �� ¢ ;�� " ''1 k [� ,. � ` j u-'� � '"z � j :;f �_ `� ^" ��M ='�C'+'`' C.�. :: V yy , d t�2 -� �l� � � � °# � �•'S' "�d!1 ,? ? �-.�8, � _ r 5 z Y 1�%.� `� �-. � : • ._ - � � s� s� t- � �� f �� _ � � � � � .}� '�� v,' s- � n 2 ,� v� , . EAST BASIN � The East Basin will utilize a��etpond to accommodate the required Leve12 Flow Control. The East Basin wetpond will receive runoff from the upstream tributary area as�rell as runoff from onsite. The upstream tributary area will be routed through the onsite storm drainage system to the wetpond. The allowable release rates will be established by the sum of the upstream tributary runoff plus the existing onsite runoff. The allowable release rate will be delineated as preeast.tsf and will be the sum of exeast.tsf+upsteast.tsf. The flows entering the wetpond will be the sum of the upstream tributary area and the developed site going to the pond. The total developed flo�i�s discharging to the pond��ill be delineated as posteast.tsf and will be the sum of deveast.tsf and upsteast.tsf. The East Basin wetpond(epond.rd fl was sized based on the 1998 KCS�'VDI�i and KCRTS Computer Software Reference Manual. See attached KCRTS printouts and attached pond volume calculation spreadsheet on the following pages. The stage-storage of the pond produced by KCRTS was utilized to calculate storage values at the elevations used to calculate the proposed wetpond that«711 actually be constructed onsite. The KCRTS interpolated storage values are listed below. Elevation Length x Width KCRTS Storage KCRTS Storage * 10% Safet Factor • ' 452 165' x 78' 0 0 454 177' x 90' 29,000 CF 31,900 CF 456 189' x 102' 63,900CF 70,290 CF 458 201' x 114' 106,000 CF 116,600 CF Per the proposed Pond Volume Calculations spreadsheet on the following pages, the storage values at each delineated elevation is more than the required 10% safety factor starage values calculated above. The pond is therefore, adequately sized to accommodate the required 10% safety factor. • • East Basin�Vetpond Overflo«� Elevations The U�?arv overflow for the pond is the riser pipe within the control structure. The water surface elevation above the riser for the 100 year developed flow is calculated assuming all orifices are plugged. To pass the 100-year return period storm, 3.90 cfs, through a 18" overflow riser will require 0.47 feet of head (From Figure 5.3.4.H in the 1998 KCSWDM: Qweir=9.739DH3'2 � 3.90= 9.739(15/12)H3�2 � H =0.41 feet). The primary overflow elevation would therefore, be equal to the elevation of the top of the riser plus the amount of head required to pass the 100-year return period storm, Elev. ' 458.15 + 0.41 feet= Elev. 458.55. The secondarv overflow for the pond is the jailhouse weir located on the control structure catch basin. To pass the 100-year return period storm at 0.41 feet of head, a muumum 4.60-foot wide jailhouse weir will be required. The jailhouse �r eir is analyzed as a notcl� weir using the follo�ving equation: Q= C (L-0.2H)H3r2 where Q = flow(3.90 cfs) C = 3.27 +0.40H/P H =head above weir(0.41 ft� Use Same Head as Req'd Head Over Riser) • P =depth of storage at weir(Elev. 458.15 —Elev. 452.0 = 6.15 feet) L=length of the riser (ft) An emer e� ncy_overflow spillway��ill be installed and constructed also as a 12-foot��ide access road to the control structure. The emergency overflow/access road will be surfaced with asphalt. The emergency overflow spillway will be located at the primar}� and secondary overflow elevation 458.41. The 12' wide spillway can accommodate the 100-year return period flow of 3.90 cfs at a head of 0.2'. Qioo=C (2g)1iz [(2/3)LH3�� + (8!1�)(Tan 6)Hs�z� where Qloo =peak flo«- (3.90 cfs) C = 0.6 G= 32.2 ft/sec2 H =head above weir L= length of weir(12 ft) 6 =angle of side slopes (Tan H = 10) 3.90= 0.6 (2*32.2)11z [(2/3)(12)(H)3�� + (8/15)(10)(H)"'] H= 0.2, • • C. Water Quality Volume Calculations � Per the Water Quality Applications Map, Basic Water Quality Treatment shall be utilized I to mitigate for the developed storm drainage flows. The wet portion of the��vetpond and wetvault will satisfy this requirement. The required volume will be designed per KCSWDM Section 6.4.1.1. The following variables were used in the calculation: Volume Factor(fl=3 Rainfall= 0.039 feet or 0.47 inches Area=developed basin Where A;= area of impervious surface (s� Atg= area of till soil covered with grass (s fl A�= area of till soil covered with forest (s� Ao= area of outwash soil covered with grass or forest (s� Vr= [0.9A; + 0.25A�+O.lA,�+ O.OlAa] * (R/12) Vb = f*Vr WEST BASIN Vb= 3*[(0.9)(1.30) + (0.25)(0.51)]0.039 * (43560sf/ac) = 6,613 CF • The dead storage portion of the wetvault is 4.06' deep and has a surface area of 17 feet by � 96 feet. The dead storage therefore,has a volume of 6,626 CF which exceeds the ' required 6,613 CF. A minimum flow path length to width ratio of 3:1 is required for the wet portion of the vault. The average width is 17' and the length from inlet to outlet is 199'. The length to width ratio for the vault is therefore, 199'/17' = 11.7:1 which exceeds the required minimum 3:1. The sediment storage within the lst cell was designed with 1' of average starage and the sediment storage within the 2"a cell was designed with 0.5' of average storage with bottom slopes within the vault sloping toward the exterior walls. See email on the following pages for allowance to slope the bottom toward the exterior walls rather than towards the center. The average bottom elevation within the lst cell is{465.44+ 465.59 + 466.29 +466.44)/4 =465.94. The top of the sediment storage within the ls` cell is elevation 467.02. The average storage depth within the lst cell is therefore, 467.02— 465.94 = 1.08' which exceeds the required 1' average. The average bottom elevation within the 2"d cell (following the ls`cell) is (466.94 +466.09)/2 =466.52. The top of the sediment storage within the 2nd cell (following the lst cell) is elevation 467.02. The average storage depth within the 2"d cell (following the lst cell) is therefare, 467A2 — 466.52 = 0.5', which is equal to the required 0.5' average. The average bottom elevation • with the 2nd cell(detention only) is (471.00 +470.15)/2 =470.58. The top of the sediment storage within the 2�`� cell (detention oulyj is ele��ation�171.08. The a��erage starage depth • ��ithin the 2"d cell is therefore, 471.08 —470.58 = 0.5', which is equal to the required 0.5' average. EAST BASII� Vb = 3*[(0.9)(6.69) � (0.25)(3.37j]0.039 * (43�60sf-�ac) = 34,980 CF The dead storage portion of the wetpond has a volume of 37,311 CF �vhich exceeds the required 34,980 CF. See Pond Volume Galculations spreadsheet in Section 4B of this report. LENG"I'H TO WID"I�H R�TI(� A minimum flo�v path length to widt}1 ratio of 4:1 is required for the �vet portion of the pond. (see the attached "Length to Width Ratio" exhibit). If this 4:1 ratio can be achieved then it is not required for the pond to have a dividing berm. The location of the flow path and and the location that the width of the pond is measured is at one half the water depth. The MWS of the dead storage is 452.0 and the pond bottom is 448.0. Therefore the travel path and width is measured at elevation 450.0 (452.0 +448.0/2). The travel path at this point is 195 feet and the average width of the pond is 39'. 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' � RE: Evendell Vault Revision Page 1 of 1 CORE - Gina Brooks ��.,��.� _ __----�- .:.._—�__�_�_�_�,.-- -._.�__ ..__ ...__----- ---_..._.__---____,_� ..._ __.----�� • From: Hancock, Dave [Dave.Hancock@METROKC.GOV] Sent: Tuesday, July 20, 2004 7:08 AM To: CORE -Gina Brooks Cc: Walken, Jerry; Wong, Wylie Subject: RE: Evendeli Vauit Revision Gina, I have discussed your proposed revision to the vault design for the plat of Evendell��ith staff, and have deternuned that sloping the floor towards the exterior walls will not nnpact our ability to maintain the systemin the future. Sediment removal will be available through tt►e access ports,also located along the exterior of the vault. I would recommend that Wylie document this revision by approving a minor field change,so the revision will not be challenged when the project is inspected at later dates. If you need additional assistance please feel&ee to e-mail me or call me at 206-296-8230. Dave Hancock -----Original Message----- From: CORE-Gina Brooks [mailto: rg�b�coredesi ninc.com] Sent:Monday,July 19,2004 1:39 PM To:dave.hancock@metrokc.gov Subject: Evendell � Dave, I am hoping you can help me document your approval of the vault design for Evendell in regards to the bottom sloping towards the exterior walls rather than the interior. Per Jerry Walken,if I can get approval from maintenance for the sloping of the vault bottom towards the exterior walls then Comment 3 under Title"Sheet C4.32"of the I st Review Comments will become non-applicable. Please reply to this email with your approval so that I may attach this email to my response letter for Wylie Wong's review. Thanks for your help. Gina R. Brooks,P.E. Care Design,Inc. 14711 NE 29th Place, Suite 101 Bellevue,WA 98007 425-885-78?7 �125-885-7963(fax) • 7i20;'2004 ( L. ' ' ; z�; 1 i ; �....� � � � � � , � i�1� � ! � _, �'•-�-1. t � � ; �. � .� �A � ` i - � �� 'i � ' �;, � _ � � '�r l 5E tTi[ .. . 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'\ �' .� �� 1 _ r.y�'��,_ �_ '� ,�� '�; , � __�.� ' " % 1 .—. � _�.., Xfimt '�"-�� ,z:-- �.,� HING COUNTY � il t `,• � � � WATER QUALITY �!�ct ' ,' �r •`+ ` APPLICATIOl�'S MAP � —_�..``--- r' I�:�'ENDELL r:,: � ,,.,�� CORE PROJECT NO. 04049 �� . -,: . , �. �� ' � ' , - . � .. � .-� l ��-� �•��;�� 6.4.1 WET'POND3—BASIC AND LARGE—METHODS OF ANALYSIS FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES(FEE1� • ST 1.0/ ST 1.0 � 0.8 LA. 0.9 � 1.0 �'' 1.2 ST1.1 :�1: _.,= a;,-�... . r ��.,. r ,,•-�- ,--M � q _ � j��.�� S'6 � .:. � , — z � _.{, •-��.. �,�.. rt� J ,�, � � �"1'�'f -'i t . � � .. •` ""' • — . i.�;��. : .-,' t �� 'e �;- - ��s ' . ,— ` �f ' r i,�{ -.:- ��'- T� ��^ .r r ��`r e r ' ,...,/ ;�' f �: ;:,M� .,a,� ` ,i�,''rE `\ -b'7` � ✓ � '!'-_,- :�iz`,-� , �� `:-�. � �� p ��h-'� '-\��4� ;u Ir ' + ��_t,�. J',�L ��" Y�}i`e`:_'- Q �lJl 1+ t,. , ~�� '. �. I � ;..�Y�`�� ' %°,/ -: � � ' �'� �f i I �-�.,� j� �j . 3 .r—r— `' j°' ';- , + l � ctllece � � � yr�.�� '..�'J. ..� , i�Y . � '�� , '' �;�] _ �� _ p � �..:�.• —•'-� � � ' �e�J �'� � � : �_< 1-� I � . tii �� )i 5 .iC' //��F. �_ _, �1'� / ( ` �t � �x ; ] ..e� , t . a .�� ' '� --��. . ��/� \� �� : 1�,�Sv �'� , � � '� / �i �� '^� � r!- ,�,I � � � }V y�'j'� !� .T_.�/ � f f . 1 J"'LP�L-,� �fe>' l. m `JI _�:.� ',Y ` i" �� . •'\ S ��t .�� !`I •��_� �Ys�� .i Y i t � / �,t � '� 'J�; ' I : �'� 1 ,'�-'.i � .s.. � �� r t � ^�/�i. � S�,G r � r^ , Q ��F �,� ��. � \o '✓:,. �: C ,..� • �� r �Ts��.F� .� ;`� � _.1,-- ��, ��'t, ``s`l;.'e-�� Q j `.�M% .,._, T�L �` - -_ ' '+ i r ^ ,f..� 0 ` i a f �y � �` / \ 0 ,�, ��, �,�,.J ,jy; � f � ,G; � m; ` N _,�.��.:�;� .� • : ,, ..,'" . `e°K ' � q �� - se�d� _��,' v ��i `L J,/� .. t..._..� p '. --... . f^ `�� 1��i,.�, �� •�' � � '� � .` _�'s � \ � ,/.�,: �� :t� �'f'�-�:�"_ ir'' �-'� D _e;,. . �.,�1.� ''F� ' •'�: �: - 'r - �;�°e-; ;e•,� , '� 0.54� �rp.*�,_ f'1?��r� .'!`l (0.045' ) �!��9��_�` �° - 6 �Y�`�= -'�xiYo.eeai:ti � � a:u�e ceo�a♦ �\ .� 0.47" ��` (0.039') � � L . � �'.__,_ �:_- •�'-T'.�u Incorporated Area r �� e� ..c� Rivedl.ake 0.47" � �>` ^ — Major Road (0.03 9' ) p.52� �,�._�' (0.043'} 0.65' NOTE:Areas east of the eastemmost isoplwiai should use 0_65 Q.56' (p.Q54' ) inches unless rainfali data is available forthe location of interest (p,047') 2�Ttx mean annual stortn is a conceptual srortn faad by dividxg the anrwal pra:QRatlon by the botd rnxnber d storm events peryear result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils,and alluvial and outwash soils that have a seasonally high water table or are underlain at a s6allow depth�1ess than 5 feet)by glacial till. U.S. Soil Conservation Service{SCS) hydrologic soil • groups that are 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 Wetland Recharge Calculations • The following calculation compare the monthly volume of runnoff to the wetland before and after development. 4 lots have been selected to discharge roof and footing drains to recharge the wetland. Predeveloped Condition Total Upstream Area 54,000 sf = 1.24 Ac Using the same relative landcovers as the east basin (see Drainage Report) Total Basin 10.06 Ac % of Basin 6.62 Ac Forested 66% 3.26 Ac Pasture 32% 0.18 Ac Impervious 2% Therefore, Landcovers for Predeveloped Basin: Total Basin 1.24 Ac % of Basin 0.82 Ac Forested 66% 0.40 Ac Pasture 32% 0.02 Ac Impervious 2% From WetPRE Timeseries, Total runoff for 8 Water Years = 6.5 Ac-FT Predeveloped Condition = 2,949 cf/month • Developed Condition Area east of wetland, unchanged in landcover = 0.38 Ac Using the same relative landcovers as the east basin (see Drainage Report) Areas 0.38 Ac (A) 0.25 Ac Forested 0.12 Ac Pasture 0.01 Ac Impervious 4 Lots conveying to Wetland (Lots 34,35,37 and 38) Area (measured) 25,060 sf = 0.58 Ac subract 4 driveways (20'x 30') 2400 sf Building Area 22,660 sf = 0.52 Ac assume 70% buildings 15,862 sf 0.36 Ac (B) Total Basin (A+B) 0.74 Ac 0.25 Ac Forested 0.12 Ac Pasture 0.37 Ac Impervious From WetDEV Timeseries, Total runoff for 8 Water Years = 8.7 Ac-FT • Developed Condition = 3,948 cf/month � i J�.A2004�040f�9\E� i09C40�� ,vq. 1�l4/2004 8:08:10 AM,ja ;,� � � �,�� f� � 1lfileserverl� P � �� r:. ��. _ � � „� y � � � �� _`��.r.-__1 � f ,.\ � , j i _Y..�._,___..._..�___ ( � �Y �� f � V ; i + �I f ) i � 0' , , . �� . � f , ; . � ii ' i f � , � _..—_...____.._.�_ � � j ; � � � �� ' 1 � � , p -: -t.. ,..._ , . �'� � �"� � � � �� ....... _. ..�.. � « � � � � : '��. � r i�, �: � � Y i � i .~ ' i � � ��`'-- --� -- '.--' f�/� � T �� , �� -J wi , � � --5 � � ,_ � � �' � ; � ' ` i � .. ; .�.- --� �----� J: , ev , 1 � G» , , � � '�, ,' ;� ...�. 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SPECIAL REPORTS A�ID STL'DIES: • � � • CORE DESIGN, INC. BELLEVUE WA 98007 Core Project No: 04009 11/10/04 Reqardinq Hearinq Examiners Condition #19-a On Nov. 2, 2004, a field visit was performed to verify/review the drainage issue associated with the existing ditch in the vicinity of the easterly line of Lot 12, Rich Lea Crest (address 16046 S.E. 142nd Street). A drainage complaint was filed by the adjacent homeowner, Don Gregg, on Jan. 10, 1997 (complaint #97-206). A condition of approval of the Evendell Project includes stabilizing and re-grading approximately 50 to 100 feet of the existing channel to adequately resolve flooding that has occurred in this area. Based on field observations, this work appears to have been completed. See attached photos. The timing of the work performed is unknown, but probably occurred more than one year ago as the ditch excavation has naturally re- vegetated. 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E"�y •�sr� � '11 "'�' S 3�i• :SC � Yi�i. � tx . f Y g' S�. � .. �'ig' � �r.S��1�� "€,rT' �. f }�'� �� v_. �� y �,'� .�� fa' i a -4 y f �.�,?� ^�.i, t�+ �y' RL.A��,_�� t_y�C T f ,�... y��.+ ,�� _r ��+. 'r` . ��- � � ?� ��`� ,,, c s� ��s. -_�� ..iFA� .. �.- �'°'- � -, �`� ' � ,� � .;�,�+�'' � A�,,�'�'. ��"4' ,�r�5 ,;�' �� '�� fi � r t -t:,+ . : �e ,- � ,�, � �y '•:�� _ - _a.rt �.,�� - F f .1 _F,i4 � � �� tr r � �,' �_ �� t,.:TS � ' a .�r-sF� }: � ��,p �-p. r:� ��.s `` &' ��, 4'� ,/�- / - � - - � -�' � � �� `: �. :.�.� - r � � � � r / � r � s � r � . � • ' � r � - '' ► � � a 11�03/2004 16:36 2535390514 SOUNDBUILT HOMES P�GE 02 ` � 11l93/296� 16:56 4258275424 . AESI Pac� 01/e2 � � Associated �arth Sciences, Int. � � � � � Technica� I�Ieu�orandunr� Date: Novembec 3, 2004 To: Kutt Vt�i.lson Ptro ject Name: Evendell Plat SBZ Dev�elaping, LLC 2�3-539-OSI4 Fram: MeIissa Nfagnuson,P.E. Pro�ect 1�10: KE04323A, Bruce Blyton,F.E. 5nbject: Off-9i�Retaining Wall � Assaciated Earth Scic�ces� Inc, (AE9t) has pr�.pared this memorandum to pro�ide geateclmical ` r�commendations�or construction af the pxoposed cast-in-glae�retairiing wall]ocatcd on tExe z�ottl� s.ide of 3E 13fi�'Street, '�e wall will be constructed aspatt o�ziglrt-af way im�rovements a�d will_ ►• , 4�,: suppaxt the nei�ring prmperly....ta the north 4f thc esst-wcst hcnding v�t�1l. Based on plana , � ,� pzepared hy Care Desi�gn,the retained heights will rangc from 2 feet at the ea,at end af the wall to 10 fcet nent�the�rest end of the wall. �ESI completed a rcport £or the Evendcll Plat t�tted "5ui�surfa,ce Exploratian ead PreJxmiz+ary Geotechnical Enginee�an�Report—Evendcll Piat"dated November 16,Z001. '.C�te aviIs�cotmtered duz-ing tf�e ficld study for this report cor�siatcd of Vashon lodgemEAtt till. �t is antici�t�d,but should be confirn�ed by AESI dur�r oonstructian,that the subject cast in�pla�ce retaining wall locationwili also comprised o£ this sam� 9oi1. TiJI typically has high �h�ength and lav,r cAmpressibility chaxacteristics. As such�t�tE1�OfSfY C11t 5�O�105 lICCe9SSI}►fQi'f�C83f-in-p�ace wall can be plans�cd , for 4 verti�al feet trarisrtioning to a'/�H:1V (�orizorital:Verticel)glope. ; : , . %/ Horizonte,l�y backfilled w�lls tbat are free to yield latezal�y at lea3t 0.1 perca�t of their k►e�ght m�y be j' designEd usi.n.g an equival�nt fluid equal, to 3 5 pounds p�r eubic foot {pc fl. Fully restrained, 1� horizontally backfilled tigid walls that aa,nz►ot yietd should be designed for a�,equivalent fluid o:f 55 � `�, pcf. Sutcharges duc to lxeffic, foundations,ax slopiug gtouad muet be added to the above values. � ! �'`�, ?he lateral pressures presented above are ba�ed on t�ie conditions of a wlaform backftl��onsisting of `l. o�sit� soils compa,�ted ro 90 p�x+ccnt o;f ASTM:L 2557. A higher degrea af compactiaa �s �ot `,�recommended,e.a rhis will iacrrase the press�e acti�,g vn thc wall. A l,owet compaction may z�esult `�n sett�er_nent behind thc wail. Thus,Lhe compaataan level is�riticai and must be tested,by our firm during placement. ' . � � `, ,i � �� y��--��'''�� f3>,"�� "j�e, �; _ , � G�:..-�I � '! �J.. Ll � 11�0312004 16: 36 2535390514 SOUNDBUILT H�MES PA6E 03 ;,1;03��2004 16:56 4258275424 AESI PAGE 82102 i , Footing drains should bc provided for all r�taining walls. It is ixnpexative that groper dr�inege be provided so that hydrosffitic pressurce do not devclop agas�nst the wall. A minimum 1-foot-wide washcd graveI blanket dra'vn shauld bc plaeed b�hiad the watl. Tk�is wall drainage shou�d conneet with the perizx�eees�ooting drain arxd extend to withiA � �ovt of the ground sw�f�.ce. Latera� �oads can be res�sted by fr�ctiom betwean tha fou�adativn aad tl�e natutal gla,eial sails ar SuPPo�zg s-kructural .fc].I soi.ts, or by passxve ea.rtta pxessure acting on the buried portians of t3ie foundations and kryw�ys. '�,e founda�tons mvst be bacl�lled with suvctural fill compa,c.red t�at �east 95 pexcent of the maximimn dry density to achicvc the p�ssivc r@sista.nce provided bcIo„v. We recom�mend the follvwing design pararueters: • Passive equivalent fluid =300 pcf • Coefficieat of friction=0.3� �° ?he above valucs are allowabie and znc)ude a safety facxo.r v�'at�east �.5. � �£you shauld have any questions,or reqvire furtbier assistance, please da not hesitste to call. ��" r.• �� r �C�, BL�, ' �� w�� x"�' � , . _ ,,. , �=�,:s:�;.�f��" �nl�f�Y �,..�..��. . . � fa��Y�> ��s � � � • 2 11/99/2604 17:19 2535390514 - SOUNDBUILT HONES PAGE 02 � lssaquah Schoo/ District No. �„ - - 565 NW Ho(ly Slnet •Ls�a ueh�WA 98027-2899 • PF�e 423 a37-7000 • � Janet N. Barry. Ed. D. . Superinte�dent November 7, 2004 � Kurt WNson, Land Acquisition Manage� � SBI Developing, LLC. Box 73790 Puyailup, WA 98373 RE: Pedestrian Access to Uberty High School Dear Kurt: The proposed pedestrian connecticn via Trad'A"in the existing Liberty Lane ° subdivision has been review�ed and approved. � . ` This should provide the necessary authorization requested by�ng County and atiow your design work to proceed. Let me know �f you need anything else to oontlnue the process. � • If yau need access to the schoal site to teke meas�rements, gather information etc. contect the school office where you will need to sign-in and slgn-out. Please forward design drawings to me as they are developed fo�review.and approval. � SI y, . , , I' CrawfOrd • . � D ctor of Capital Projects • � � • Bo�rd of Dlnetors ' ConsWnce!..Fletcher•Lany W,lahmael� Mark Wamer• NNchael Wk�lder+Jan woldeoth � ' l�OTH DITCH ANAL�SIS - E�I�`I'ING � OLTTFALL DITCH DATA: BOTT01�1 ��'IDTH(FT)= 2.00 JOB NAME: EVENDELL • LEFT SIDE SLOPE (L:l) 3.00 JOB#: 04009 RIGHT SIDE SLOPE(R:1 3.00 OPERATOR: S.R.B. BOTTOAi SLOPE(FT/FT 0.0200 DATE: 10/9!2004 ��ANVING'S n= 0.050 FLO�'�' FLOW «'ETTED HYDRAULIC DITCH FLO�V DEPTH AREA PERII�IETER RADIUS CAPACITY �'ELOCITY (FEET) (SQ FT) (FEET) (FEET) (CFS) (FPS) 0.00 0.0000 0.0000 0.0000 0.000 0.000 0.05 0.1075 2.3162 0.0464 0.058 0.543 0.10 0.2300 2.6325 0.0874 0.190 0.828 � 0.15 0.367� 2.9487 0.1246 0.385 1.049 0.20 0.5200 3.2649 0.1593 0.642 1.235 0.25 0.6875 3.5811 0.1920 0.962 1.399 0.30 0.8700 3.8974 0.2232 1.346 1.547 0.35 1.0675 4.2136 0.2533 1.796 1.683 0.40 1.2800 4.5298 0.2826 2.317 1.810 0.45 1.5075 4.8460 0.3111 2.909 1.930 0.�0 1.7500 �.1623 0.3390 3.576 2.043 0.55 2.0075 5.4785 0.3664 4.321 2.1�2 0.60 2.2800 5.7947 0.3935 5.146 2.257 0.65 2.5675 6.1110 0.4201 6.054 2.358 0.70 2.8700 6.4272 0.4465 7.047 2.455 0.75 3.1875 6.7434 0.4727 8.129 2.550 . 0.80 3.5200 7.0596 0.4986 9.303 2.643 0.85 3.8675 7.3759 0.5243 10.570 2.733 0.90 4.2300 7.6921 0.5499 11.933 2.821 0.95 4.6075 8.0083 0.5753 13.396 2.907 1.00 5.0000 8.3246 0.6006 14.960 2.992 1.10 5.8055 8.9390 0.6495 18.300 3.152 1.20 6J200 9.5895 0.7008 22.283 3.316 1.24 7.1230 9.8627 OJ222 24.100 3.383 1.30 7.6700 10.2219 0.7503 26.620 3.471 1.40 8.6800 10.8544 0.7997 31.431 3.621 1.50 9.7500 11.4868 0.8488 36.737 3.768 1.60 10.8800 12.1193 0.8977 42.556 3.911 1.70 12.0700 12.7517 0.9465 48.906 4.052 1.80 13.3200 13.3842 0.9952 55.805 4.190 1.90 14.6300 14.0167 1.0438 63.271 4.32� 2.00 16.0000 14.6491 1.0922 71.322 4.458 • 5. CONVEYANCE SYSTENZ A\ALY"SIS AND DESIGN: • ON-SITE DRAINAGE SYSTEI�1 The conveyance system for the site was designed for both the 25-year, 24-hour stoml and the 100-year, 24-hour storm. A backwater analysis sheet was generated for both the 25- year and 100-year return period storms. Total flows from each basin and upstrearn tributary area using 15-minute time steps were calculated. The inputs to calculate the total flows were the same for the West Basin and Upstream Tributary Area (See Section 4 of this report)but, varied for the East Basin. The total flows calculated for the East Basin excludes the Storm and Recreational Tracts (Tracts L & M) since these areas do not enter the conveyance system. The inputs used for the KCRTS analysis for the East Basin is summarized in the table below: REVISED EAST BASIN Total Area= 8.94 acres DEVELOPED CONDITIONS (deastl5) GROUND COVER AREA(acre) Till-Grass (Landscaping) 2.25 Impervious 6.69 • The West Basin flow frequency analysis is attached as dwestl5.ts£ The total KCRTS 25- year return period flow and the100-year return period flow for the West Basin are 128 cfs and 1.79 cfs consecutively. The East Basin flow frequency analysis is attached as deastl5.tsf. The East Basin Upstream Tributary flow frequency analysis is attached as upeastl5.tsf. And the combination of both time series for onsite and upstream areas for the East Basin is attached as postel5.tsf. The total KCRTS 25-year return period flow and the 100-year return period flo«- for the East Basin are 6.54 cfs and 9.06 cfs consecutively. For simplicity, large basin areas going to multiple catch basins were used. For the West Basin, it was simply assumed that the total flows for the entire basin enter all drainage pipe. Flo��vs for the large areas"Jithin the East Basin were simply calculated as a portion of the overall 15-minute flo�vs based on the area ratio. RECE�v�� N�'�t 1 7 �zU04 • KING COUNT`� LAND USE SERV{CES � There �vill be four large basins delineated for the East Basin. See Catch Basin Subbasin 1��1ap on the following pages. The flows for each subbasin is calculated below. Subbasin Subbasin Percent 25-year Percent 100-year Return Area Area/East Basin Return Period Period Flow Flow Basin A 0.51 AC 0.51/8.94 = 5.70%*6.�4 = 5.70%*9.06 = 0.52 cfs 5.70% 0.37 cfs Basin B 0.80 AC 0.80/8.94= 8.95%*6.54= 8.95°/o*9.06 =0.81 cfs 8.95% 0.59 cfs Basin C 3.87 AC 3.87/8.94 = 4329%*6.54 = 43.29%*9.06 = 3.92 cfs 43.29% 2.83 cfs Basin D 3.76 AC 3.76/8.94 = 42.06%*6.54= 5.70%*9.06 = 3.81 cfs 42.06% 2.75 cfs Total 8.94 AC 8.94/8.94= 6.54 cfs 9.06 cfs 100% The tailwater elevations �vithin the�vetpond and ��-etvault «-ere derived from the KCRTS outfall information (wout.tsf and eout.ts fl. The tailwater elevations within the wetvault for the 25-year and 100-year return periods are El. 477.62 and El. 478.50 consecutively. The tail�vater elevations within the wetpond for the 25-year and 100-year return periods Sare El. 458.15 and El. 458.40,respectively. The backwater analysis was performed to ensure that during the 25-year design storm, the maximum water surface elevation in each structure did not exceed an elevation equal to 0.5' less the rim and during the 100-year design storm, ensuring that if the maximum water surface elevation does exceed the rim, topography of the basin would allow the overflow to be conveyed to the next downstream catch basin or the topography would allow for ponding�vithout causing structural damage. During the 25-year, the headwater elevations do not exceed 0.5' less the rim. During the 100-year, the headwater elevations exceed the rims of CB 3, CB 30 and CB 31. Overflow at CB 3 will simply drain to the next downstream catch basin. Drainage overflowing CB 30 and CB 31 will pond and overflow the crown of the road before jumping the curb and flo�� to the next downstream catch basin. . OFF-SITE DRAINAGE SYSTEM • Some culverts along SE 136`h Street and 160`�' Avenue SE are to be relocated, added, and/or replaced. Also, due to proposed shoulder construction along 160`h Avenue SE, the eYisting ditch along the west side of the road will be relocated behind the proposed shoulder. A tightlined storm line will bypass stormwater from the 160`" roadside ditch and areas upstream of the project site down to the a discharge point near the set�th�ast y� t•>-�'y�Y?` :�_ corner of the proposed Nichols development. Stormwater from the Evendell plat's stormwater pond will enter this system at the project site's southeast corner, upstream of the system's discharge point. The off-site drainage system was sized to convey the 25- year and 100-year flows calculated in the Leve13 Downstream Drainage Analysis by Haozous Engineering, dated August 26, 2002. See Section 6 of this report for a copy of the report. The King County Backwater(KCBW) program was used to analyze the capacity of this entire system along 160th, including the tightlined portion, the open channel and the culvert under 136`h Street. The output from the KCBW analysis follows at the end of this section. In order to determine a tailwater depth at the conveyance system's discharge point, the existing ditch downstream of this point was analyzed to determine the flow depth that would be realized to convey the 100-year storm event flows. The flows provided in the Haozous report at node #117 were used to analyze this system. The discharge from the Evendell detention pond will match the existing site discharge for the 25-year event, but will exceed the existing by 1.6 cfs for the 100-year event. So, the total flow at the downstream discharge point will be: QZS = 18.3 cfs and Qloo = (22.5 + 1.6) =24.1 cfs. In • Section 3 of their report, Table 1 —Description of Dotivnstream Conveyance System , describes the ditch in this area as having a 2' wide bottom, 1.5' of depth, 3:1 sideslopes and a 2% slope. A Manning's `n' value of 0.050 was used to represent a"constructed channel v�jith a clean bottom and brush on the sides". As shown on the attached spreadsheet titled 160`"Ditch Analysis—Existing @ Outfall, the flow depth in the ditch would be 1.26 feet and the velocity 3.4 fps, when conveying the 100-year storm event flow of 25 cfs. The outfall has an invert elevation of 444.86, so the tailwater elevation ��as determined to be 446.12, which was used for all of the KCBW analyses, both for the 25-year and 100-year events. Flows input into the KCBW program for each segment of the conveyance system were adjusted to account for the stormwater contributed to the system by runoff from 160`h and from the Evendell pond discharge. The flows used were as follo��s: (�=; cfs (�ioo cfs Downstream of Outfall 1 B: 18.3 24.1 CB 1 to Outfall 1 B: 17.6 23.0 Input to CB 1 from Pond: 0.7 2.6 Input to CB 1 from 160`": 0.4 0.5 CB 1 A to CB 1 and upstream: 16.� 19.9 • � I�� The same flow �alues calculated for the run from CB lA to CBl were used for the rest of � the system upstream of CB 1 A, rather than attempting to approYimate the gradually �, � increasing flo�vs that will enter the open c�hannel due to runoff from 160r� I', As shown on the KCB�V program output that follows this report, the system of pipes, �I open channel and culverts proposed for the project's frontage on 160`h Avenue SE will �, ha�-e adequate capacity to convey the design storm events. Additionally, the velocity in �I the open channel portion of this system is shown to be less than 5 fps, so grass lining is ' appropriate for this channel. ', • � �.� • Plat of Evendell - KCB`V Program Output • BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:04009b1.bwp Surcharge condition at intermediate junctions Tailwater Elevation:446.12 feet Discharge Range:17.6 to 23. Step of 5.4 [cfs] O�✓erflow Elevation:461. feet Weir:NONE Upstream Velocity:3 .4 feet/sec t�cc'�`�� ' � -�j Y: PIPE NO. 1: 59 LF - 24"CP @ 1.00$ OUTLET: 444 .86 INLET: 445 .45 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 449.91 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 17.60 2.09 447.54 * 0.012 1.52 1.26 1.26 1.26 1.52 ***** 2 .09 23. 00 2 .65 448.10 * 0.012 1.71 1.54 1.26 1.54 1.71 ***** 2 .65 s .� � � '°'� �6� � PIPE NO. 2 : 239 LF - 24"CP � 1.80$ OUTLET: 445 .45 INLET: 449.75 INTYP: 5 JLTNC NO. 2 : OVERFLOW-EL: 454.77 BEND: 0 DEG DIA/WIDT'H: 6. 0 Q-RATIO: 0.18 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 17.60 2.26 452 .01 * 0.012 1.52 1.05 2 .09 2 .09 1.52 ***** 2.26 • 23. 00 2.95 452.70 * 0.012 1_71 1.24 2 .65 2.65 1.71 ***** 2 .95 �� ; - �� PIPE NO. 3 : 291 LF - 24"CP C� 2 .84°s OUTLET: 449.75 INLET: 456 .00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****************************,r***************************************,r********* 14. 92 2.04 460.04 * 0 .012 1.40 0.84 2 .26 2 .26 1.40 ***** 2 .04 19.49 2 .66 460.66 * 0 .012 1.59 0.97 2 . 95 2 . 95 1.59 ***** 2 .66 • BACKWATER COMPUTER PROGRAM FOR OPEN CHANNELS I � Channel Data Filename:04009b3 .bwc • Tailwater from HW/TW File:04009b1.bwt Discharge Range:16.5 to 19.9 Step of 3 .4 [cfs] STATION 0.00 : INVERT= 461.00 FT EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 4.50 1.50 0.050 * 4 .50 1.50 0.050 Q(CFS) Y1(FT) WS ELEV. * YC-IN YN-IN Q-TW TW-HT N-Y1 A-Y1 WP-Y1 V-Y1 ******************************************************************************* 16.50 1.17 462.17 * 1.17 1. 15 16.50 0.00 0.050 4. 11 7.40 4 .02 **************** RANGE EXCEEDED IN HW/TW FILE - DATA EXTRAPOLATED ************* 19.90 1.26 462.26 * 1.26 1.23 19.90 0. 00 0.050 4.76 7.97 4 .18 ****REACH NO. 1: LENGTH= 110.00 FT AVG.GRADE= 4 .55� **** STATION 110.00 : INVERT= 466.00 FT EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT� STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 4 .50 1.50 0.050 * 4 .50 1.50 0. 050 Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 I� • ******************************************************************************* � 16.50 1.16 467. 16 * 1.17 1.16 1.17 1 .15 0.050 4.04 7.34 4 .09 19.90 1.24 467.24 * 1.26 1.24 1.26 1.23 0.050 4.61 7. 84 4 .31 ' ****REACH NO. 2 : LENGTH= 93.00 FT AVG.GRADE= 4 .30% **** STATION 203.00: INVERT= 470.00 FT EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 4.50 1.50 0.050 * 4.50 1.50 0. 050 Q(CFS) Yl(FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 ******************************************************************************* 16.50 1.16 471.16 * 1.17 1.15 1.17 1.16 0.050 4 .04 7 .34 4 .09 19.90 1.24 471.24 * 1.26 1.23 1.26 1.24 0.050 4.61 7 . 84 4 .31 � ****REACH NO. 3 : LENGTH= 87.00 FT AVG.GRADE= 4.60� **** • STATION 290.00 : INVERT= 474.00 FT EC=1.15 Q-RATI0=0 .00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE (FT) N-FACTOR * RIGHT(FT) STAGE (FT) N-FACTOR 4.50 1.50 0.050 * 4 .50 1.50 0 .050 Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 ,VP-Y1 V-Y1 ******************************************************************************* 16. 50 1.17 475 .17 * 1.17 1.20 1. 17 1. 15 0.050 4 . 11 7 .40 4 .02 19. 90 1.26 475.26 * 1.26 1.28 1 .26 1.23 0 .050 4 .76 7 . 9? 4 . 18 ****REACH N0. 4 : LENGTH= 110 .00 FT AVG.GRADE= 3 .64°s **** STATION 400.00: INVERT= 4?8.00 FT EC=1.15 Q-RATI0=0. 00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INJERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 4 .50 1.50 0.050 * 4 .50 1.50 0.050 Q(CFS) Yl (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 ******************************************************************************* 16.50 1.28 479.28 * 1.17 1.28 1. 17 1.20 0.050 4 .92 8.10 3 .36 19.90 1.38 479.38 * 1.26 1.38 1.26 1.28 0.050 5 .71 8 .73 3 .48 • ****REACH NO. 5 : LENGTH= 30.00 FT AVG.GRADE= 2 .50% **** STATION 430.00: INVERT= 478.75 FT EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE (FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 4.50 1.50 0.050 * 4 .50 1.50 0 .050 Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Yl A-Y1 WP-Y1 V"-Yl ******************************************************************************* 16.50 1.28 480. 03 * 1.17 0.00 1.17 1.28 0. 050 4 . 92 8 . 10 3 .36 19.90 1.38 480 . 13 * 1.26 0. 00 1.26 1.38 0 . 050 5. 71 8 . 73 3 .48 ROUTING DATA RESULTS: STAGE (FT) DISCHARGE(CFSj STORAGE(CU-FT) PERM-AREA(SQ-FT) 0.00 0 .00 0. 0 0. 0 1.17 16.50 1821.2 3228 . 9 1.26 19. 90 2100 . 1 3�66 . 9 ROUTING DATA RESULTS: STAGE(FT) DISCHARGEIC-Sj S�ORAGEI;CU-FT) PERM-riREA�SQ-FTj 0. 00 0.00 0 .0 0 .0 1. 17 16.50 1821.2 3228 . 9 1.26 19.90 2100 . 1 3466 . 9 File Opened for writing:04009b3 .bwt Save results to HW/TW file:04009b3 .bwt • File Opened for Writing:04009b3 .RS1 Sa�,re results to Routir.g file:C4009b3 .RS1 BACKWATER PROGR.AM FOR ROUND/ARCH CULVERTS Taiiwater from HW/TW File:04009b3 .bwt � Discharge Range:l6.5 to 19.9 Step of 3 .4 [cfs] Overflow Elevation:483.5 feet Weir:NONE Uostream E�elocity:� . teet/s2c CULV N0. 1 : 9� LF - 2�"CF , 0. 80% OUTLET: �7R .?5 INLET: 479 .50 INTtP: 3 TW DATA ADJUSTED BASED ON CP.OSS-SECTIONAL AREA Q-TOT(CFS) TW(FT} TW-ELEV(FT) Q-ADJ(CFS) AREA(SQ-FI') ******************************************************************** 0.00 0.00 478.75 0.00 0.00 16.50 1.28 480.03 16.50 2.12 19. 90 1.38 480.13 19.90 2 .31 Q(CFS) HW(FT) AW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 16.50 2.35 481. 85 * 0.012 1.47 1.30 1.28 1.30 1.47 ***** 2 .35 19. 90 3 .12 482 . 62 * 0.012 1. 61 1.50 1.38 1 .50 1.61 ***** 3 . 12 � • _ � Kin¢County � Rond 3ervioes Division Depertment of'h�ansportetion Traffic Engineering 3ection MS K3C-TR-0222 201 South Jackson Street Seattle,WA 98104 � December 23, 2004 . TO: Variance File FM: Craig Comfort, P.E., Road Variance Engineer, Traffic Engineering Section RE: Road Variance L04V0056—Evendell Plat—Related File LO1P0016 Applicant's Presentation: 1. Evendell is an approved 53-lot preliminar�plat south of SE 136'� Street and east of 156�' Avenue SE. The plat frontage on SE 136 Street starts 197 feet east of 156th Avenue SE. The plat conditions require that SE 136`�feet be improved to urban neighborhood collector standards and connected to 156�'Avenue SE. Sidewalk is only required on the south side of SE 136'� Stre�. Presently, SE 136�' Streex is an unopened right-of-way(ROV� for several hundred feet east of 156`�Avenue SE. 2. There is insufficient RlJW at the northeast corner af the intersection of 156�`Avenue SE � and SE 136�' Street to provide the minimum 35-foot radius required by the King County Road Standards(KCRS). An existing retaining wali north of the intersection wiil be moved a few feet back (to the east) so that a minimum of 500 feet of entering sight distance(ESD) can be provided. A short two-foot keystone wall will be provided from a proposed concrete retaining wall around the intersection radius. ESD sightlines can eactend over the two-foot wall. The 500 feet of ESD is the American Association of State Highway and Transportation Officials(AASHTO) minimum of the 45 MPH design speed on 156'� Avenue SE(10 over posted speed limit of 35 MPI�. A 25-foot curb line radius is necessary because there are insufficient property rights to install the minimum 35-foot radius. T'he applicant has unsuccessfully made an attempt to secure the necessary ROW to construct the 35-foot radius. A power pole at the intersection will be moved 5.5 feet behind the curb line. 3. A 25-foot curb line radius was installed at the northwest corner by a recent development. The 25-foot radius was necessary due to property constraints. A road variance was processed to reduce the minimum radius from 35 feet to 25 feet. 4. A cut-retaining wall is proposed along the north side of SE 136� Street. There will be 5.5 feet from the face of vertical curb to retaining wall along SE 136�' Street but only 3 feet of clearance can be provided from the curb line to the wall at the intersection. No sidewalk is required on the north side of SE 136�' Street. The existing 5 foot paved walk along the east • . � . Variance File December 23, 2004 Page 2 • side of 156'� Avenue SE can be maintained. A variance is requested for the clear zone that is less than 5.5 feet. � 5. A variance is requested for 390 feet of ESD looking to the west from a proposed driveway � on the north side of SE 136`� Street at STA 4+00. A rockery along the entry to the driveway blocks sightlines. Staffs Findin�s and Conclusions: 1. Concurrence with the applicant's presentation. 2. The design of the curb return at the northeast intersection should stop the concrete curb at or prior to the half delta so that the 5-foot paved walk along the east side of 156m Avenue SE is not blocked. A pavement stripe can extend along the 25-foot radius from the end of curb to the existing edge of traveled way on 156`�Avenue SE. 3. The applicant has coordinated with the property owner at the northeast corner of the intersection to move a retaining wall eastward onto the property. This will enhance sightlines for ESD. However a short wall less than two feet tall will remain at around three feet from the curb return radius. � ; I I • . � King County • Road Services Division Department of Transportation KSGTR-0222 i 201 South Jackson Street Seattie, WA 98104-3856 December 23, 2004 'I David E. Cayton 14711 NE 29�'Place, Suite 101 Bellevue, WA 98007 RE: Road Variance L04V0056—Evendell Plat—Related File LO1P0016 Dear Mr. Cayton: �!, Thank you for submitting your application for road variances from the King County Road Standards (KCRS). You requested variances from Sections 2.10, 5.11 and 2.13 of the KCRS concerning the intersection curb radius, clear zone and entering sight distance (ESD) at the ' intersection of SE 136�' Street and 56�' Avenue SE. We have reviewed your proposal and agree that the proposed 500 feet of ESD to the north (right) at the intersection will be acceptable. The S00 feet of ESD is the American Association of State Highway and Transportation Officials (AASHTO) manual minimum for the ten over • posted design speed of 45 MPH. The proposed 25-foot curbs return radius at the northeast corner of the intersection is also acceptable given the property constraints. A 25-foot radius was previously allowed at the northwest corner of the intersection by a prior road variance. I approve a variance to a11ow the proposed 500 feet of ESD (to the north) with the condition that the applicant's engineer must certify that the 500 feet of ESD has been provided prior to construction approval. I also approve a variance to allow the 25-foot intersection curb return radius. The proposed minimum separation of three feet from the 25-foot inside turning radius to a short keystone wa11 at the northeast corner of the intersection is necessary due to property constraints. No sidewalk is required for this development along the north side SE 136�' Street but a sidewalk will be provided along the south side. The existing five foot paved walk on the east side 156�' Avenue SE will be maintained. When the property abutting the northeast corner subdivides, a minimum 35-foot radius can be provided and the retaining wall moved to 5.5 feet from face of vertical curb. I approve a variance for the corner of the retaining wall at three feet from the intersection curb line. Note that the curb cannot be extended all the way around the northwest corner because the five-foot paved walk would be obstructed. The reduced 25-foot curb radius should extend as a stripe from the half delta to the edge of traveled way along 156`" Avenue SE. • .�.x.F��:u . David E. Cayton December 23, 2004 Page 2 , The variance request for the 390 feet of westward ESD for the driveway at STA 4+00 on SE 13b�' Street is also approved with the condition that the applicant's engineer must certify that 390 feet of ESD has been provided prior to construction approval. The 390 feet meets 2001 AASHTO for the design speed of 35 MPH. A copy of staf�s analysis, findings and conclusions is enciosed. If you have any questions, please feel free to contact Craig Comfort, Road Variance Engineer, Traffic Engineering Section, at 206-263-6I09. Sincerely, �._. � �/ � . p�� Paulette Norman, P.E. County Road Engineer PN:CC:kc cc: James Sanders, P.E., Development Engineer, Land Use Services Division(LUSD), ' Department of Development and Environmental Services(DDES) '' Pete Dye, P.E., Seruor Engineer, LUSD, DDES III • Linda Dougherty, Division Director, Road Services Division (RSD}, Department of Transportation{DOT) li Matthew Nolan, P.E., County Tr�c Eng�neer, Tra.ffic Engmeenng Section, RSD, DOT Fatin Kara, P.E., Supervising Engineer, Traffic Engineerin� Section, RSD, DOT Kris Langley, Senior Engineer, Traffic Engineering Section, RSD, DOT Craig Comfort, P.E., Road Variance Engineer, Traff'ic Engineering Section, RSD, DOT . 7. OTHER PERl�'IITS: Permits from City of Renton and �Vater District 90 are required for the water and sewer design. 8. ESC ANALYSIS AND DESIGN: Design of the erosion/sedimentation control plan �vas completed in conformance with Core Requirement #5 per the 1998 KCSWDM. Compliance with the 7 minimum requirements are summarized below. 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the civil plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. 2. Co��er Measures: The Construction Sequence listed on sheet C2.01 of the civil plans specify specific times at which temporary and permanent cover measures will be installed. 3. Perimeter Protection: Per sheet C2.01 of the civil plans, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that will be receiving silt-laden runoff. 4. Traffic Area Stabilization: A construction entrance will be installed. See sheets C2.01 and C2.31 for location of construction entrance and detail. 5. Sediment Retention: The wetpond will be used for sediment retention. Sediment retention will be designed per the 1998 KCSWDM Appendix D. Surface Area: East Basin QZ(posteast.ts�= 1.94 cfs , SA = 2080 sf/cfs * QZ SA= 2080 sf/cfs * 1.94 cfs=4,035 SF Available Wetpond SA (Elev. 458.5) = 120'x35'=4,200 SF >4,035 SF � OK Riser Diameter: The riser diameter will be 18". Emer�ency Overflow Spillway: The emergency overflow spillway as designed in Section 4B of this report will be installed as part of the erosion/sedimentation ponds. Dewatering Orifice: Aa= AS(Zh�o.sl(0.6*3600Tgo.�� D=24(Aa/3.14)°�' Pond Ao= 4,200(2*2.0)°'�'(0.6*�600*2�1*32.2°�) = 0.029 SF Pond D = 24(0.029/3.14)°` = 2.31" Use 2-3/8" 6. Surface Water Control: Interceptor swales will be used to direct all sediment- laden runoff to the sediment retention facility. See sheets C2.01 and C2.31 for location of s��-ales and details. 7. Dust Control: A note on sheet C2.01 addresses the procedure for dust control should soils become too dry. I - _ 9. BOND QUANTITIES, Fr�CILITY SUI�II�I:�RIES, AVD DECLAR.aTI01� OF COVFNANT: The bond quantities «�orksheet and lacility summaries ��ill be completed upon � engineering plan approval. A Declaration of Covenant will be completed prior to cngincering plan appro��al. i I • • • Site Improvement Bond Quantity Worksheet U King County Department of Development &Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: _ Plat of Evendell Date: 10-NOV-04 �ocation: SE 136th St & 157th Ave SE Project No.: L U I PQD L 6 Activity No.: �o45� oZ�- N�te All prices include labor, equi�ment, 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. X yes no If yes, Forest Practice Permit Number: L04GF042 (RCW 76.09) �'p�c�.�t ��ndQ� � t�r�-� _��`� Page 1 of 9 t l/3c�/�� Unit prices updated: 02/12/02 Version: 04/22/02 04009BQW03.xls Check out the DDES Web site at www.metrokc.qov/ddes Report Date: 11/30/2004 , . . • • Site Improvement Bond Quantity Worksheet ' ; : Unit #of : Reference'# Price ` Unif 'Ctuantity Appiicatians Cost EROSION/SEDIMENT CONTROL ' �vumber ' ' ' !' _. _ F�ackfill & compactian rrnbank�l�ent ESC-1 $ 5.62 CY 15000 1 84300 Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 16 1 1080 Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditching ESC-4 $ 8.08 CY 275 1 2222 Excavation-buik ESC-5 $ 1.50 CY 15000 1 22500 Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 2400 1 3312 Fence, Temporary(NGPE) ESC-7 $ 1.38 LF 1 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, b hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY 50000 1 26500 Piping, temporary, CPP,6" ESC-12 $ 10.70 LF Piping, tempora , CPP, 8" ESC-13 $ 16.10 LF Piping, tem ora , CPP, 12" ESC-14 $ 20.70 LF 200 1 4140 Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY 5 1 195 Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap, 5'high,riprapped spiilway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR 10 1 748 Water truck, dust conliol ESC-26 SWDM 5.4.7 $ 97.75 HR 10 1 978 _ _ ... _.. _ _ _ _ _ _ _ _ _ _ _........ _ __ WRITE-IN-ETEMS *"`*" (see paqe 9) ' ; ; , > ' _..... _ ___ _ _ _._ _ . .... . Cr�ncrete Vault $120,000.00 Each 1 1 120000 ESC SUBTOTAL: $ 270,852.62 30% CONTINGENCY 8 MOBILIZATION: $ 81,255.79 ESC TOTAL: $ 352,108.41 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 o4009BQWo3.xls Check out the DDES Web site at www.metrokc._qov/ddes Report Date: 11/30/2004 � Site Improvement �d Quantity Worksheet � , €xrsting Future Puhfic Private <Quantity Gomplet�d Fijght-qf-VNay Ro�d I�npCovements lmpravemenis {8ond iteductton1 &Dfairia e Fac�Gties Quant, Unit Price UniY ...Q�iant ' �ost i Quarrts ;' Gost ' Q��ent CcaGt c;omplete > Cost s; _� _ ._.. __ . __ . . , __.... _... ._ ___ _ ,:, G�N�RAL::ITEMS' >: No. : ;: ;: — Backfill& Compaction-embankment Gf-1 $ 5.62 CY 2000 11,240.00 15000 84,300.00 Backfill& Compaction-trench GI-2 $ 8.53 CY 350 2,985.50 600 5,118.00 1050 8,956.50 Clear/Remove Brush,by hand GI-3 $ 0.36 SY Clearing/Grubbing/Tree Removal GI-4 $ 8,876.�6 Acre 2 17,752.32 2 17,752.32 9 79,885.44 Excavation-bulk GI-5 $ 1.50 CY 5750 8,625.00 Excavation-Trench GI-6 $ 4.06 CY 400 1,624.00 650 2,639.00 1150 4,669.00 Fencing,cedar,6'high GI-7 $ 18.55 LF Fencing,chain link,vinyl coated, 6'hig GI-8 $ 13.44 LF Fencing,chain link,gate,vinyl coated, 2 GI-9 $ 1,271.81 Each Fencin , split rail,3'high GI-10 $ 12.12 LF Fill&compact-common barrow GI-11 $ 22.57 CY I Fill&compact-gravel base GI-1 $ 25.48 CY Fill&compact-screened topsoil GI-13 $ 37.85 CY Gabion, 12"dee ,stone filled mesh GI-14 $ 54.31 SY Gabion, 18"deep,stone filled mesh GI-1 $ 74.85 SY Gabion,36"deep,stone filled mesh GI-1 $ 132.48 SY Grading,fine,by hand GI-17 $ 2.02 SY Grading,fine,with grader GI-1 $ 0.95 SY Monuments,3'long GI-1 $ 135.13 Each 5 675.65 12 1,621.56 Sensitive Areas Sign GI-20 $ 2.88 Each Sodding, 1"deep,sloped ground GI-21 $ 7.46 SY Surveying,line&grade GI-2 $ 788.26 Day 1 788.26 2 1,576.52 1 788.26 Surveying,lot location/lines GI-23 $ 1,556.64 Acre Traffic co�trol crew(2 flaggers) GI-24 $ 85.18 HR Trail,4"chipped wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-2 $ 8.33 SY Trail,4"top course GI-27 $ 8.19 SY Wall,retaining,concrete GI-28 $ 44.16 SF 2,500 110,400.00 Wall,rockery GI-29 $ 9.49 SF 1125 10,676.25 Page 3 of 9 SUBTOTAL 144,901.98 48,572.40 178,599.20 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Vefslon: 4/22/02 040096QW03.xls Check out the DDES Web site atwww.metrokc.qov/ddes Repo�t Date: 11/30/2004 Site Improvement E d Quantity Worksheet ,. ' Extsffl7g ;' FufU1'e'�ubtiC .;: ` Privafe ' ��and;i��duciion* ' > ' Right-ot-way ` Road Improvemen�s tmprovements 8 Drainage Fac�titfes Quattf. < U�it Price Unit 'Ouarrt. Gost ' ' Qua�it Cost Quattf..;: Gosf �Ciut7 fefe Cost '' F7OAf5lMP'ROVEM�NI` :` '' No. : '< ;i ; ; , ;;. AC Grinding,4'wide machine< 1000s RI-1 $ 23.00 SY AC Grinding,4'wide machine 1000-200 RI-2 $ 5.75 SY AC Grinding,4'wide machine>2000s RI-3 $ 1.38 SY AC Removal/Disposal/Repair RI-4 $ 41.14 SY Barricade,type I RI-5 $ 30.03 LF Barricade,type III(Perma�ent) RI-6 $ 45.05 LF Curb& Gutter,rolled RI-7 $ 13.27 LF 3300 43,791.00 Curb 8 Gutter,vertical RI-8 $ 9.69 LF 2500 24,225.00 Curb and Gutter,demolition and dispos RI-9 $ 13.58 LF Curb,extruded asphalt RI-10 $ 2.44 LF Curb,extruded concrete RI-11 $ 2.56 LF Sawcut,asphalt,3"de th RI-1 $ 1.85 LF Sawcut,concrete, er 1"depth RI-13 $ 1.69 LF Sealant, asphalt RI-14 $ 0.99 LF Shoulder,AC, see AC road unit price J�I-15 $ - SY Shoulder,gravel,4"thick RI-16 $ 7.53 SY Sidewalk,4"thick RI-17 $ 30.52 SY 1100 33,572.00 925 28,231.00 Sidewalk,4"thick,demolition and dis os RI-18 $ 27.73 SY Sidewalk,5"thick RI-19 $ 34.94 SY Sidewalk,5"thick,demolition and dispos RI-20 $ 34.65 SY Sign,handicap RI-21 $ 85.28 Each Striping, per stall RI -22 $ 5.82 Each Striping,thermoplastic, for crosswalk RI-23 $ 2.38 SF 120 285.60 50 119.00 Striping,4"reflectorized line RI-24 $ 0.25 LF 5600 1,400.00 Page 4 of 9 SUBTOTAL 59,482.60 72,022.00 119.00 Unit prices updated: 02/12/02 � 'KCC 27A authorizes only one bond reduction. Vefsion: 4/22/02 I 040o9BQW03.xls Check out the DDES Web site at www.metrokc.qov/ddes Report Date: 11/30/2004 , � � Site Improvement B�d Quantity Worksheet � Existing ' ' Future PubGc '' private Bond Reducii�n` Right-of-way Rgad Improvements fmprat�ements ; &Dr�inage�acilities ;I ''. .. ' �ii�nt ;:' ' "Unitpnee Uait Cluant. Cost ' c�uant CaSt -< i(�uartl,.>: <�o� . C<iin�lete C�st ROAb SLiRFACING {4 Rock=;2>5 base&t � top course) For'93 K�RS(6,5"Rock=5'"base&1<5"top cour�e) ;; ' ' `' - For KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 SY 3500 12,600.00 2770 9,972.00 1450 5,220.00 AC Overlay, 1.5"AC RS-2 $ 7.39 SY AC Overlay,2"AC RS-3 $ 8.75 SY AC Road,2",4"rock, First 2500 SY RS-4 $ 17.24 SY 2500 43,100.00 1450 24,998.00 AC Road,2",4"rock,Qty. over 2500S RS-5 $ 13.36 SY 270 3,607.20 AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY 2500 49,225.00 AC Road,3",4"rock,Qt .over 2500 S RS-7 $ 15.81 SY 1000 15,810.00 AC Road,5", First 2500 SY RS-8 $ 14.57 SY AC Road,5",Qty. Over 2500 SY RS-9 $ 13.94 SY AC Road,6", First 2500 SY RS-1 $ 16.76 SY AC Road,6",Qty. Over 2500 SY RS-11 $ 16.12 SY As halt Treated Base,4"thick R5-1' $ 9.21 SY Gravel Road,4"rock, First 2500 SY S-1 $ 11.41 SY Gravel Road,4"rock,Qty.over 2500 S S-1 $ 7.53 SY PCC Road,5",no base,over 2500 SY RS-1 $ 21.51 SY i PCC Road, 6",no base,over 2500 SY S-1 $ 21.87 SY , Thickened Edge S-1 $ 6.89 LF 640 4,409.60 Page 5 of 9 SUBTOTAL 77,635.00 56,679.20 34,627.60 ; � i I Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 040096QW03.xls Check out the DDES Web site at www.metrokc.qov/ddes Report Date: 11/30/2004 � Site Improvement �d Quantity Worksheet � ; . Existing 11; '' FufurePublic private ` �ondii2edu�Yjon* , , _ ,: , '; Right-ot-Wdy Road Irt�provements tmprovernents ' ' ;, ; ;: ;: .: ' ` ' < �Drainage�aciliCies �uant ' ` _; ; ` :tJniE Price Unai Quanf. Cast ;: Quant " Cost'- - 'Qtiarrt.;:: ,...;:C4st Complete _' C�f ;_ . _ ? ��1��AG.� �Cf'F',=��1a'itqdt�cf f'tesfic Ptpe;.�3t 2:Of�t�CFiYAlQTtt} ;: ��r Gulve�t>priaes, JAvera�ct�+l cover�tias assymed.�hssurri�perforafed PV�.3s same{iiice as solid pcps,. > Access Road,R/D D- 1 $ 16.74 SY Bollards-fixed D-2 $ 240.74 Each 2 481.48 2 481.48 Bollards-removable D-3 $ 452.34 Each 1 452.34 2 904.68 '(CBs include frame and lid) CB Type I D-4 $ 1,257.64 Each 12 15,091.68 22 27,668.08 11 13,834.04 CB Type IL D-5 $ 1,433.59 Each CB Type II,48"diameter D-6 $ 2,033.57 Each 8 16,268.56 9 18,302.13 3 6,100.71 for additional deplh over 4' D-7 $ 436.52 FT 29 12,659.08 9 3,928.68 17 7,420.84 CB Type II,54"diameter D-8 $ 2,192.54 Each for additional depth over 4' D-9 $ 486.53 FT CB Type II,60"diameter 0-10 $ 2,351.52 Each 1 2,351.52 1 2,351.52 for additional depth over 4' D-11 $ 536.54 FT 1 536.54 CB Type II,72"diameter D-12 $ 3,212.64 Each for additional depth over 4' D-13 $ 692.21 FT Through-curb Inlet Framework(Add) D-14 $ 366.09 Each 3 1,098.27 Cleanout,PVC,4" D-15 $ 130.55 Each I Cleanout,PVC,6" D- 16 $ 174.90 Each 53 9,269J0 Cleanout,PVC,8" D- 17 $ 224.19 Each Culvert,PVC,4" D- 18 $ 8.64 LF Culvert, PVC,6" D-19 $ 12.60 LF Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC, 12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF Culvert,CMP, 1 S" D-24 $ 32.73 LF I Culvert,CMP, 18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 �F Page 6 of 9 SUBTOTAL 46,587.95 52,250.41 40,362.97 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Vefslon: 4/22/02 040098QW03.xls Check out the DDES Web site atwww.metrokc.aov/ddes Report Date: 11/30/2004 . , � Site Improvement B�d Quantity Worksheet � Existing ;: �slfure PubEic Privafe #�ond Recfuction" '' >: tiiglit-QiwaY'' >; Road Improvements irnproveinents : bF2A1NAGE CONTINUED > �Drainage�acitities ' Quant _ _ No. 'Unit Price 'Unit Quartf ': Ccist ; Quant; : C�st _ -'Quar�f. �oa�f Complete Cosf '': Culvert, Concrete,b" � D-32 $ 21.02 LF Culvert,Concrete, 12" D-33 $ 30.05 LF Culvert,Concrete, 15" D-34 $ 37.34 LF Culvert,Concrete, 18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert, Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF 2700 28890 Culvert, CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF 518 10722.6 2181 45146.7 935 19354.5 Culvert,CPP,15" D-44 $ 23.00 LF 50 1150 73 1679 Culvert,CPP, 18" D-45 $ 27.60 LF 165 4554 Culvert,CPP,24" D-46 $ 36.80 LF 589 21675.2 Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditching D-49 $ 8.08 CY 50 404 Flow Dis ersal Trench 1,436 base+) D-50 $ 25.99 LF French Drain (3'depth) D-51 $ 22.60 LF Geotextile,laid in trench,polypropylen D-52 $ 2.40 SY Infiltration pond testing D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each Pond Overflow Spillway D-55 $ 14.01 SY 50 700.5 Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Separator,15" D-57 $ 1,095.56 Each Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each 1 1146.16 Ri rap,placed D-59 $ 39.08 CY Tank End Reducer 36"diameter) D-60 $ 1,000.50 Each Trash Rack, 12" D-61 $ 211.97 Each I Trash Rack, 15" D-62 $ 237.27 Each Trash Rack, 18" D-63 $ 268.89 Each 1 268.89 Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL 33951.8 46825.7 54914.05 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 � 04009BQW03.xls Check out the DDES Web site at www.metrokc.qov/ddes Report Date: 11/30/2004 • , , � Site Improvement B�d Quantity Worksheet � Exisliny Future Puhli� Private Bnn41;}28�#uctttii7* f�tgl�t-of-way Road ImF�rovements tmprovements +&Drainage�aci6ties Quant , , - ---- _ ;, Un1f PC�Ge:: Unit Qu,attf. Price Quant. " Cost ' Quant. : Cast Complete Ct�sf. PARKI£�!G:''OT SURFAGING `: > ': ;: ' ,';: -: No. 2"AC,2"top course rock&4"borrow PL-1 $ 15.84 SY 2"AC, 1.5" to course&2.5"base cour PL-2 $ 17.24 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base cours PL-4 $ 11.41 SY iTE-IN�ITEMS:: >i ;:.:. >:: ; ; , , , , _ ; _' _ _ _ ..... (Such as detention/water quality vaults. No. School Walkway WI-1 Each Concrete Sidewalk WI-2 $ 30.52 SY 140 4272.8 500 15,260.00 50 1,526.00 Grading WI-3 $ 5,000.00 LS 1 5,000.00 Concrete Stairs WI-4 $ 5,000.00 LS 1 5,000.00 Metal Handrail WI-5 $ 50.00 FT 60 3,000.00 WI-6 WI-7 WI-8 WI-9 wi-io S UB TOTAL 4,272.80 20,260.00 9,526.00 SUBTOTAL(SUM ALL PAGES): 366,832.13 v' 296,609.71 .� 318,148.82✓ 30% CONTINGENCY&MOBILIZATION: 110,049.64 88,982.91 95,444.65 GRANDTOTAL: 476,881.77 385,592.62 �: 413,593.47 � COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 o4009BQW03.xls Check out the DDES Web site atwww.metrokc.qov/ddes Report Date: 11/30/2004 . , . • • • Site Improvement Bond Quantity Worksheet , Original bond computations prepared by: Name: Plat of Evendell oate: 10-Nov-04 PE Registration Number: 33713 Tel.#: 425-885-7877 I Firm Name: COC@ DBSIgl1, IIIC. f Address: 14711 NE 29th Place, Suite #101 Project No: �—� I � �� b ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND" PUBLIC ROAD&DRAINAGE AMOUNT BOND"AMOUNT MAINTENANCE/DEFECT BOND' REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 352,108.4 TEMPORARY OCCUPANCY'"' �xisting Right-of-Way Improvements (B) $ 476,881.8 Future Public Road Improvements& Drainage Facilities (C) $ 385,592.6 Private Improvements (D) $ 413,593.5 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/"* (A+B) $ 828,990.2 (First$7,500 of bond'shall be cash.) Performance Bond'Amount (A+B+C+D) = TOTAL (T) $ 1,628,176.3 T x 0.30 $ 488,452.9 OR mimum on amount is . Reduced Performance Bond"Total*'* (T-E) $ 1,628,176.3 Use larger o x o or - (B+C)x Maintenance/Defect Bond'Total 0.25 = $ 215,618.6 NAME OF PERSON PREPARING BOND'REDUCTION: Date: *NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. **NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration 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 included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if 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°/a of the original amount(T)or as revised by major design changes. SURETY BONO RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ 799,186.1 (C+D)-E REQUIRED BOND"AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 �I Check out the DDES Web site at www.metrokc._qov/ddes Version: 4/22/02 040096QW03.xls Report Date: 11130(2004 �e • - 10. OPERATIONS AND 1IAINTEN�NCE 111ANU�L: A maintenance and operations manual is not required since all drainage facilities ��-i11 be public.