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LUA-08-089_Report 3
King County, Washington Technical Information Report For: BENSON HEIGHT SHORT PLAT PROPOSED RESIDENTIAL DEVELOPMENT Location: 10801 SE ;L.79111 ST RENTON, WA 98055 CRUZ- Tax Parcel#: 2923059026 King CO File#: A07P~04 ;. p~ ()0 ~ PP LD Engineering, LLC Seattle, Washington 98102 \ .~' ,, ,, ,,15' j~EX-.P-IR-.ES_S/_3-1/_0_8 ___ "1 { Prepared by: Leonard Difrancesco, PE December 15, 2007 Revisions: January 31, 2008 BENSON HEtt3HTS PLAT 2-Tl R 2/3/2008 Date Desc1 iption 1 Lrll,S DOD 7 PAGE 1 oi:-17 TABLE OF CONTENTS Technical Information Report I. Project Overview 2. Conditions and Requirements Summary 3. Off-site Analysis 4. Flow Control and Water Quality Facility Analysis and Design 5. Conveyance Systems Analysis and Design 6. Special Reports and Studies 7. Other Permits 8. CSWPPP Analysis and Design 9. Bond Quantities, Facility Summaries and Declaration of Covenant 10. Operations and Maintenance Manual Appendix A -Maps, Figures & Tables Appendix B -Flow Control Exemption Calculations Assuming Full Drainage Review Appendix C -Conveyance Capacity Calculations Appendix D -Upstream Offsite Flow Calculations Appendix E -Geotechnical Report BEN BON HE113HTS PLAT 2-TIR 2/:;3/2008 PAGE 2 OF" 1 7 1. PROJECT OVERVIEW The project site (see the Appendix, Site Vicinity Map) information is as follows: PARCEL A: 10801 SE 170th St, Renton, WA 98055 KING CO Parcel 2923059026 (R-18) The site is located in: A PORTION OF NW 1/4 OF THE SE 1/4 OF SECTION 29-23-5 KING COUNTY, WASHINGTON The site is located within the urban growth area of unincorporated King County of the Duwamish- Green River Watershed and located just downgrade of the ridgeline that defines the drainage basin in the Benson Hill vicinity. The Appendix, USGS Site Location Map shows the site in relation to the ridgeline and other features. The project proposes a 5-lot residential development on a 0.394-acre property, shown in the Appendix A Exhibit, "Area Map: Benson Heights Plat". The site is currently developed with a duplex and associated asphalt parking area and concrete drives. The remainder of the site is lawn. The existing duplex will remain and a proposed lot line will serve to divide the existing duplex into two "stand-alone" units each on their own lots (Lots A & B) for the purpose of being able to sell each duplex unit independently. A 2-unit condo dwelling (Lot 1) and two single family dwellings (Lots 2 & 3) are proposed, east of the existing duplex. Recreation space is proposed west of the existing duplex. The duplex will continue to access from SE 170'h Street via two existing concrete driveways, while three (3) proposed driveways will provide access to Lots 1-3 from SE 170th Street. The asphalt area indicated by the hatching in the Appendix A Exhibit, "Area Map: Benson Heights Plat" will be removed and planted with grass. The site is bounded by Benson Ave S (I 08 Ave S) to the west, SE 170th Street to the north and single family residences zoned R-18 and R-12 to the south and east, respectively. The majority of the site is flat with 3-foot high slope down at 3: 1 to a swale located along the eastern half of the south property line. Frontage improvements for SE 170th Street are required as shown in the Appendix A Exhibit, "Area Map: Benson Heights Plat" including new curb, gutter and sidewalk The United States Department of Agriculture defines the site soil as AgC-Alderwood gravelly sandy loam (Hydrologic Group C). A geotechnical report (see Section 6. Special Reports and Studies) prepared for the site indicates that the site soil is silty sand (SM) and not recommended for BENSON HEIGHTS PLAT 2-TIR 2/3/2008 PAGE 3 OF 1 7 general infiltration from impervious surfaces. Site design criteria are based on the Requirements of the 2005 King County Surface Water Manual (KCSWDM), as currently adopted. The project proposes a tota . . .·. . . . . of on-and ei,i; llil!iir--. .. l!a;J~ie.,K<?SWDM Flow~ p.! ~--, .. · .... ~ .... · . · . Marki ~tt~~~!!·~g11~:Jf'~[~t ~~~:~;o~a~:::~~~=d~~~~ I requires alf(!I'-a1geted~ltevi.ew since alteration of an existing conveyance pipe larger than lfl!I~ · · ~ .... Shm.;ld the project be subject to Full Drainage Review (since one of the proposed wellings is a 2-unit multi-residential dwelling), an analysis of the project for Full Drainage Review with respect to flow control has been provided in Appendix Band is discussed further in the "Core Requirement 3: Flow Control" Section below. 2. CONDITIONS AND REQUIREMENTS SUMMARY Conditions Summary This section is intended to meet agency specific requirements for all applicable Core and Special Requirements of the 2005 King County Surface Water Manual (KCSWDM). For purposes of applying the threshold for small project drainage review, the new impervious surface onsite coverage will be limited to 7,316 sfby a covenant, which is 48.0% of the property and less than the maximum allowed by code (85% impervious for R-18). The project exceeds the 2,000 sf threshold which triggers at a minimum a "Small Project Drainage Review". The site qualifies as a "Targeted Drainage Review" Project per modification to an onsite pipe larger than 12". The site lies within a "Conservation Flow Control Area". Consequently, this report intends to address all site specific drainage issues. Core and Special Requirements Analysis Core Requirement I. Discharge at the Natural Location In the pre-developed site condition the 0.394-acre site, zoned R-18 runoff currently flows overland as described below. Lots A & B currently developed with the a duplex and associated driving surfaces drain (uncontrolled) to an onsite catch basin ( cb) located at the site northwest corner. The Appendix A Map, "Level I Downstream Analysis Map I" shows the downstream drainage condition once the site flow enters the existing northwest corner onsite cb. The Appendix A Map, "Level I Downstream Analysis Map 2" shows the existing and proposed onsite flow paths. Refer to the level one-off site analysis in Section III of this report for a detailed description of the downstream. Since the remainder of the site is grassed and flat (with approximately half of the site at 2% slope to the north and south) there is little to no drainage offsite. There are no indications of erosion or drainage patterns that would indicate concentrated onsite drainage to offsite property. BENSON HE113HTS PLAT 2-TIR 2/3/2008 PAGE 4 OF 1 7 The developed site condition with proposed drainage system is shown in the Appendix A Exhibit, "Grading & Stormwater Plan". A new inlet is proposed to drain the frontage improvements via a proposed pipe connecting to the existing SE 170th Street conveyance system located on the north street side. Per the manual Lots 1-3 require drainage systems and utilities in compliance with the King County storm drainage code, discussed in further detail in the following report sections. New onsite impervious roof drains from Lots 1-3 will be tight-lined to the SE 1701h Street system, while upstream offsite drainage will be routed in a new conveyance pipe to its current discharge location at the site southeast corner. Lots A & B currently developed with a duplex and associated driving surfaces drain (uncontrolled) to an onsite catch basin located at the site northwest corner and will continue to do so in the developed condition. There are no proposed basin diversions for the project, the same area will contribute to the same basin in the pre-and post-development conditions. Core Requirement 2. Offsite Analysis A level one-offsite analysis is required and is provided in Section III of the Technical Information Report (TIR). Core Requirement 3: Flow Control The intent is to meet the requirements of the "Conservation Flow Control Area" for a Small, Targeted Project Drainage Review; however the included calculations show that the project is also exempt from formal detention under the Full Drainage Review. The project proposes a total ofS,952 sf (square feet) of on-and off-site impervious area. With regard to tIUmall Drainage Project requirement the site does not qualify fctrdispersion due to lack of area / length of flow-path criteria o~ i!Jf!.l'!a_~'!_". d~ tp a_ low infiltration rate per the geotechnical report (Section 6). In order to mm1m1ze impact the project proposes the foJlowing: I) Per a stormwater covenant limit the proposed impervious to 48.0% of the site (allowable is 85%). 2) Remove 1,667 sf onsite and 175 sf offsite existing impervious asphalt and replace with grass. 3) Provide grass-crete surface for all proposed onsite driveway areas. 4) Provide perforated pipe connections. Assuming the project requ that the project is exempt fr follows: rainage Review, the provided calculations in Appendix B show ow control based on the KCSWDM Exception #2, p. 1-35 as The difference in the sum of the I 00-year peak flow is 0. 098-cfs for the post-and pre-developed site, less than the 0.1-cfs difference threshold BENSON HEIGHTS PLAT 2-TIR 2/3/2009 PAGE 5 0~ 1 7 In summary, the drainage plan provides an onsite conveyance system utilizing perforated pipe that will convey all proposed roof drainage to the proposed SE 170th Street inlet. Grass-crete is proposed for the driveways, which will retain precipitation in its porous sub-base to be slowly infiltrated. Restoring existing impervious areas to grass and limiting new impervious areas will minimize any potential downstream impact. Core Requirement 4: Conveyance System Conveyance system elements are shown in Appendix A Exhibit, "Grading & Stormwater Plan" and capacity calculations are provided in Appendix C. Core Requirement 5: Erosion and Sedimentation Control Erosion Control Systems are recommended in Section IX of the TIR. An ESC Plan is provided in the Appendix A Exhibit, "Erosion & Sedimentation Control Map". ESC details referenced on the civil plans are also included in Section 8. Core Requirement 7: Financial Guarantees and Liability If required, Financial Guarantees and Liability issues, forms, bonds and covenants will be addressed per request. Core Requirement 8: Water Quality The project is exempt from formal Water Quality per KCSWDM Surface Area Exemption #1 (less than 5,000 sf PGIS) since the proposed on-site PGIS is only 510 sf, while the proposed off-site PGIS is nearly zero, as the proposed and existing lane width are nearly identical. Grass-crete is proposed for the driveways. The grass protected within the modules functions to treat runoff that is not fully infiltrated. Special Reguirement #I: Other adopted area-specific requirements. The site is located within the urban growth area of unincorporated King County of the Duwamish- Green River Watershed and located just downgrade of the ridgeline that defines the drainage basin in the Benson Hill vicinity. The Appendix A Exhibit, "USGS Site Location Map" shows the site in relation to the ridgeline and other features. The site is known to be listed in a "Conservation Flow Control Area". Special Requirement #2: Floodplain/Floodwav delineation The project is not adjacent to streams or wetlands. Hence, formal floodplain delineation is not warranted nor required. Special Reguirement #3: Flood Protection Facilities The project does not contain nor is it adjacent to a Class 1 or 2 Stream and the project does not BENSON HEIGHTS PLAT 2-TIR 2/3/2008 PAGE 6 OF 1 7 propose to construct or modify any flood protection facility. Special Requirement #4: Source Controls The project does not require a commercial building or commercial site development permit. Therefore, this requirement does not apply to the site. Special Requirement #5: Oil Control The site is not a high-use site. Therefore, this requirement does not apply to the site. BENSON HEIGHTS PLAT 2-TIR 2/3/2008 PAGE 7 D~ 1 7 3. OFF-SITE ANALYSIS (LEVEL ONE DOWNSTREAM DRAINAGE ANALYSIS) See attached report this section. BENSON HEIGHTS PLAT 2-TIR 2/3/2009 F'AGE B DF" 1 7 • + .• CITY OJ;~ RENTON Hearing Examiner Fred J. Kaufman G~;R~· ~ ~ · ' · . ~ Denis Law, Mayor ~N'tOr--__;.------------------- September 30, 2008 Robert Lyon 10817 SE l 70th Street Renton, WA 98055 RE: Benson Heights Short Plat Appeal LUA08-089 Dear Mr. Lyon: This office has received your appeal letter on the above referenced matter. Please be advised that the appeal hearing has been scheduled for Tuesday, October 21, 2008 not to start before 10:00 a.m. The hearing will take place in the Council Chambers on the seventh floor of the Renton City Hall. The address is 1055 S Grady Way in Renton. If this office can provide any further assistance, please address those comments in writing. Sincerely, )1 U 1Lc,,cr ,Jw--"F' ___ / Nancy Thompson Secretary to Hearing Examiner City of Renton Encl: Copy of Appeal Letter cc: Ann Nielsen Assistant City Attorney Neil Watts, Development Services Director Jennifer Henning, Development Services Rocale Timmons, Development Services Stacy Tucker, Development Services Parties of Record: King County Personnel Lynda A Greene Leonard Difrancesco Ariel Cruz NgyTeng 1055 South Grady Way-Renton, Washington 98057 -(425) 430-6._5_1_5 ____ ~. ~Thi,.,,,,-,,., AHEAD OF THE CURVE Hearting Examiner City of Renton 1055 South Grady Way Renton, WA. 98057 Robert Lyon 10817 S.E. 170th St. Renton, WA. 98055 Ph# 425-255-0395 File Name: Benson Heights Short Plat Attention:. Rocale Timmons September 24, 2008 ~ ~ ~~~ ,'§Ytt-_.f-0 File No. L08S0007 In my phone conversation with you 9-22-08 I stated that I was proceeding with · this Appeal and requested that a meeting be set up with so that I could review and make and copies of King County documents which I do not have related to the drainage issues on my property (which then impacts the Benson Heights Short Plat). I will bring my file for your review to determine if there are any drainage related documents in my file which you do not have. I am requesting copies of the following King County Documents: I. Drainage Investigation Report #2006-0668 with pictures and Report from King County Roads. 2. Drainage Investigation Report #1989-0800 3. The file on the installation and correnpondence relating to the 21 inch drain line and catch basin installed across S.E. 170th St. and parcel# 29230599026 . (Benson Heights Short Plat) 4. Building Permit for 10819 S.E. l 70'h St. Project #B06L0824 Parcel #2923059128 Lot#2 KCLLA I am requesting direction on how I should preceed with my Appeal. I think that a meeting with the City of Renton Drainag~ Department would be the place to start. My drainage request is that the proposed drain line be extended to the east property line of Benson Heights Short Plat with a catch basin and short stub line to allow my drain line to enter the drainage system at the Right-of-way on S.E. 170 th St. Because of oversights or decisions by King County my existing drain line which was blocked off and not reconnected when the 21 inch line was installed. The Building Permit for the recent construction for I 0819 S.E. 170th St. required no drainage plan, even the drainage review was waved. Both of these issues have not only created a drainage problems on my property, but I have been left with the cost to address and · correct these drainage problems. This line and catch basin requested would allow for a future drain line to the east to address the remaining 375 feet in this drainage basin. The stub from the catch basin would allow for connection to Area Drain #1. Background History: Prior to 1986 Julius Carpenedo, Property owner to my west, Parcel#2923059026 (now the Benson Heights Short Plat) installed a new 21 inch drain line across S.E. 170th St. and his property to provide the necessary space for a second duplex to be built. In 1987 I experienced major flooding problems both in my basement and on my property. At that time I called King County to question wether the easterly drain line had been reconnected to the new drainage system. After a review by King County I was told that the decision to relocate this drain line was done without an on-site field review, and that the drain line to the east must have been disconnected and not re-connected. They said the line was not on their drawings and that it was the property owners problem. I then reqested to connect at the new catch basin and was told I could not as it was seven feet on private property, I then requested to connect in the Right-of-way and was told the line was not approved. At that time to prevent further damage to my property I installed a temporary line to the south end of the new drainage system. King County would give me no further information regarding connecting to this line. In my discussion with the property owner he indicated that the County wanted more Right-of-way than he thought was necessary.(! guess we need the file for the whole story). The downstream drainage section directly west of the 21 inch drain line outfall was not maintained by the ajacent property owners for more than twenty years, over these twenty years I removed sediment, blackberry vines, maple leaves and limbs. When I talk to King County Drainage Investigators Alan Meyers P .E. (1998) and Shawn Bergrud (2006) I was told there was nothing they could do about it even when sections were being filled with wood chips. Both of these properties have been occupied with renters. And the last time I spoke with the owner of the property to the south he requested that I stay off his property. To add to my drainage problem in 2006 King County allowed a new home to be built directly east of property without a drainage plan or review. See Drainage Investigation Report 2006-0668 and pictures. Looking for direction in this transitional process, and believing that this is the time it can be solved. ~~~ Robert B. Lyon .. . . . ' .. · · ... ~.,~~N.·· o .. ·~ •. ·. CIT~_ OF RENTON Department of Conununity and Economic Development . ·,jl ~ · Denis Law, Mayor Alex Pietsch, Adminis.trator .· ?tiNrt01 ;--------------------....,.;......,.;.._ September 17, 2008 . Robert Lyon · . 10817 SE) 70th ~treet · . Renton, WA 98055 . SUBJECT: •. :~~~;r~~O~~i~!::S~i~~~~DEAATION DearMr;Lyon,·· . . This office \sin ~teipt of both of yo~ letters;:o~€: dated August 13, 2008 (received · .. August 14th) and theotheidated August i4, 2008 (received August 15~; in whi:ch you · · requested reconsideration Q f th@pre liminary approval along. with an appeal for tl;le · Ben$on It eights Shcirt,Plat. The City is in receipt of your appeal, butth"e appeal will not · • be processed uhtil the rec9Mideratiort has been issued~ . Yout reconsid¢ta.tiop request .· . . . appeati to,be in regards tt>darificatiort on items within .the Rtj>ott imd De<;ision; dated August 5; 2008. Speci:f4lallyyou ha¥'e requested: .· · L. That yo\l beprofiiled aceopyo(thp preliminary ajiprov¢d Dr~ge Plan .. 2, Clarification of Section F:1 of tli.1: Report and Decisipn -(Lot Pattern /illld, . . Density) as to ~li!ltlier 7 or 8 dweUin.g"lillits pave been approved. .. 3 .. · A detetim!Jilti_on ~to whetl).er or not the~ is adeql!llte parking for th~ ex,isting •· · duplex: · 4. A determination as to whether or not the ·parking has been reviewed and · . approved for the pwpo sed plat · . Analysis . ' . . l. JJrainage Pl~ . A copy of the revised Conceptual Drainage Pi!Ul, submitted to Kiug County . Department ofD,evelopmentand Environmental Services (DDES) on June 25, 2008,. is attache<;l. The con:ceptlull p Ian was pretimin!IIY approved as .part of the Prelii'ninary . Short Plat approval. The required improvements for the propo~ed short plat qualify fur Targeted Drairiage Review, Category # 2, as outlined. in Chapter l : 1.2:2 if the 2005 Surface Water Design Manual (S WDM). Therefore, prior to short plat · recording the applicant will be required to submit and have the final drainage plans . approved; designed to. the standards outlmed in the 2005. SWDM. --~---1 .... 0S_5_S_ou_th_G_rady __ W_ay---R-en-to_n,_W_ashin~,_-gto-,-.n-9_-80-57-~~--~·. ·~···. · ., ~ . · AHEAD O.F T.H-~ .Cu.ifV'.B . w., 7lii:,piotper C011filt1t1.5o% recyded.malelia1, ~ ~ COll9U'nl!lr .• Page2 2. Nmnber of Units The applicant has proposed to short pla!'an existing parcel into 5 lots for tbe · construction of 3 new two-unit townhouse structures and the retention of an existing duplex; for a total of 8 units. The proposed two-unit townhous.e .structures wotild· be located on 3 of the 5 proPQsed lots (Lots 1, 2, andJ). Botb oftlie:units'in the existing · townhouse structure are proposed to be lQCated on separate lots; creating two fee simple lots (Lots A & B). The project site totals 0.39 acres in area and is zoned Resideritial-18 (R-18Jwitha maximwn densityofl8.dwelling units per acres; or a maximum of7 dwelling units for the site (18 units x 0,3? • -7.02 units). The proposed density is 20.Sdwelling units per acre (8 units/ 0;39 acres~20.s ' · · .units/acre). However; the applicant is proposing to use the Residential Pensity .·: . Incentive, per King County Code (KOC) 21A.34.040'.F,4.t: Energy Coiiservation, io · increase the density to &;llow 8 total units, The provision states thirt; "dt:velopments : located within y. mile of transit routes served on at least a half-hoQrly basis during the ' peak hoi.irs pru1 hourly duiirig the da~ non-p¢.llk hours" willbe' giv!lll, 11-density ' incentive ofa."lOpercent increas¢ ab,()v¢. $e.base zaliirig". · . . . The site is within v. mile of .a~iiii i,lll! ·stop witii'%· ~9~1;nuitit servfoes. durilig· tiiti, . peak hours. l!lld ho!lfly 51'®tes dillipg~ 11on-p~ ltd~. Th:bus stop is ;u the > / intersection of 108th At~e lllltl SE l 76~ ati>ilg.~}r~1~t1ine169. Th~ore, ··. the applicant is eligible. for the·density incentive. ~lf1,Q'l;!~t increll1ie all9Ve tbe : .·· .. ·' ::;!r:ir8~~~~-~~~~~.:~ia~:~:;~.:x~~gthe, · · O. 702 units to the n,l1JDP~ qf llll)'fs'.~{~ fll~ b• "18itfand ~lll).ding the neatestwhalen~ber (p~,J<:CC~l~~,~~. 8:linits,would~ all9Wed for.tbe.···. · · proposal (0.702 upits + 1;.~11$;,.. 1io/4 lliUf#;r-0~ J.ip ~ 8·.units)i . · · · ·. ·. . ' . ' . ' _:::.··_>, ·.. . .... -,: ·,, _·. -_-•.. ,.'f. ~ .. '·: '. . _·:-' . . . . ', . In order to allev.iate C\iJIC\'lllU! of increasing the d~«Vi>f.11¢ proposal in the l'lituie; a . . • ·-,,•,, 1 . . • ,.', . .• . .•• '' . ' .• .-• • . . note should be recoi:dedfllli tlwfa~l:':Elfthesh9tf pla(~tthe J;.Gts/i,. and,B. to one, . unit per lot in the fiJture. Ai! a ¢ondf!ipn ofi*etuniJtary:s~ plat ajipro11a1; it is . . . re901)llllended that a note be tc®td¥ ~ the fac,1;1 Dflthe short plat with rei,J*it to Lots A and .B, stating !ha~ m. the event ·the existing two-unit townl)o.use is destroyed, ' •. ' 'remc:wed or dell10'Ji$hed;. thiit no more than one \!!lit )Ji.a)." be coiistt:i¢ted on each lot. ' This would ensure that no more than 8 dwelling units will be developcid on the · suhject property. · · · · · · · · · · · t Adequacy ofE~g Parking . KCC 21A.18.03b requires a minimunl. 6f2parking spaces for each townhou~esupit ... Bach existingtoWIJhouse .upit contains one single-c;ar garage; the appllcant WQlild need. to provide adequate space for an additional p~g stall on eil.ch lot. the · applicant is proposing the removal Of existing asphalt on p<nUOn$:Of Lots A & B irf the amollilt of 1,667 square; and is proposing to replaoe with new landscaping. The asphalt has historically has'been used as parking for 0th~ existing two-umt townhouse.' · However, the applicant is proposing to use the tevised ingress. and egre.,s, to Lots A & B, for the parking ofone.~ditionalvehicleperlot, PerKCC 21&18.J 10, Off .. · Street Parking Plan DesignStandards, the lriillimmn width ofa. parking stall can be . . 8.5 feet and must be at least 18.0 feet deep. the applicant would also have to provide • a minimum of20 feet, in addition to the depth of the ata11; fur back-out room; · The P~ge 3 applicant's proposed dimensions for the ingress and egress of Lots A & Bare 10-feet wide by 38-feet deep. The applicant has provided adequate parking forthe.two \ixisting townhouse units. 4. Parking for Future C11nstruction • A& mentioned, on P~ge 5; jn the Preliminary Report; the apJ>lkant' s preliminary plat· · map shows certain planned improvements to be co~tructed on each of proposed Lots I ~ 3, including duplex residences, driveways, walkways, and a patio at thereat of the duplex resideritialbuildings. The preliminary approval of the short plat application to ci:ea.te five lots (labeled Lots 1, 2, 3, A and B) shoQld.not be construed.as ari approval ·. ofthese planp.ed improvements, nor an endorsement thatsJ.!i:h improvements will . meet zo~g dimensioilal requirements and will fit on these lots, Review and · approvttl of these planned improvements• and uses for these lots will ocgui' through the . building permit review process, following the recording of the subject short plat. Th.e proposttls compliance with the parking code will ~ reviewed during the builoing permit review process arid the applicant will b!i required ~o compiy with sµ.ndards . . lisied 'in I<CC 21A.l8, Development S~ -/Parking and 'CucuiatiQh. The· . .. . :· proposed }ots appear to con,t«in adequate area to prtW~~ all requfyed patking. · . cnnclustoiui . · . . . · · . .. . · · ·. L icopyof the pr~ draitiage plali will be attach~ as Exhibit 2, to the Rep9rt and Depfsio/1-. · · · · · ·· . 2'. the applicant ali.oulµ be ~nqwed.fo 4~;~1op $e stipje,;;t pmperty with a total of .eight 9welling IUlltii;' · ;'/, ' · · · ·• 3. Th~ appears:!~ be adequ~te_patkiflg}d;,~~ exi~ dlll!lex. ·.· 4. · The prt>posed lots_app~;;.. to c.ontain adeq;~te::SXeatppI"Qvide all requjredparking. ·•for.the proposed pl~,'.Coiup!iance wi~ p.lll'king r.equfrerrients for each .lot willbe · . reviewed ~ the time of 1,Qilding permit revi~: .· .· . . . . ·. Dedsipli. ·.· ·. ·. The approval for, ihe Benson Heights Short ~l~t. File No: LUAOS-089 (I(C File No. · L08S007); SHP~A, is upheld and is modified to include .the .following copdition: 1. A noteshallbe ~corded on the face of the short plat with~spect to Lots A &·B; .. ' stating that in the event the existing two~unit townhouse js .destroyed, reriioved or demolished; that no more. than one unit may be construct~ on each lot. · I hope that this clarifies the concerns raised in y9ur letters. A new appeal period will coi:;mnence upon issuance ofthis reconsiderationktter, Tlie new appeal period will be held open untU October l; 2008 at 5:00 p.m~ Please let me)mowifthis reconsideration letter satisfies all the issues raised in your letterS. If the i}sues are now resolved, and you . do not wish to further pursue the appeal, please submit a letter to the City Clerk, . . withdrawing your appeal request. · If:you wish to still pursue the· appeal, please let the City know to begin processing your appeal. The appeaito the Hearing Examiner is ~entati'vely sched11led for 9:00 am, · · Tuesday, October 21, 2008 .• As the City is already in receipt of your origiilal ;ippeal, it I i is not necessary to resubmit a new appeal. However, please note that you or a representative will be required to be present for your appeal. Ifyoil 1:iave any further questions, please contact the Proj~ Manager, Rocjtle Timmons at (425) 430-7219 · · · City of R,entoµ Mllliicipal Code Section +8-110 8!)Venis appeals to ~e Hearing Examiner. . Additional infotmlition regarding tbe appeal process may be-obtau:ted from · the Renton: City C(erk's ()ffice, (~25) 430-6510. ;\ppeals l:!lust l>e filed.·in witing, ... together with. the ieqajred $75,00 application fee, to: Hearing Examiner, City ofRelrtoil,. -10SS South ~y Way, E,eb.ton, WA9$057. . . . . ' ' . . . . . Sinc~ly, · c. &.Vt.---S<f . . . . ,· . .. CJt Vincent. I.>i_rector · ·. • · Pia.nnutg Pivision ·_·• . . . _ .. :,,·.· ,, •:' ·~-: .-: ' : i i I • I i I. Ii ,! 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N ,,_ t ,. ~· 11 e·-..., en :, • ~ _,;.,._· -· ____,..---i ..---CJJ'; I ' t\ i , .. l :N& '« ' ' . 9 I 7·, ·p· (,' .... · -~· UTfL f$~1·T_ YER i ts-·. s2 · I ,:; . ·l , 1 J • "1-~' "1 l '. ~/' \ 'ii J't£~. ~ $4{}! 1(;!1)".°'A. ~-----,_.,'_ ',-·--= :_..¥_;;-_,. __ ,, ~-' ' -···"" -----11· •' --. "--~----,..... ----..... ., .. l CONC . W#d.K -" ·-.... -------. ... 334.92 -4' W!OE W/11,;K /\NO UTI Li TY ESM 'T PER A. F + 1121002.1 371 . i2. 07"E S. UN€ N. 112. NW l/4. !if: 11,. sec. 211-23-S. -----·----_... -----,.-_ -----. -----------------. /94. MON. IN ' :> I ) NAME ~ ~!!~o£2a~~!! Water and Land Reaource Division ADDRESS ~---'-'""".,_,,""--!.!..>'--""-'-------I PHONE 206-819-4735 Tl3PAGE --""==-'----l DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION DETAILS OF INVESTIGATION: KROLLPAGE _..,60.,.j.__ DATE '4-25-07 MAINT. DIVISION 3 INITIAU! · SAB Met with James to investigate his report of a pipe that outlets onto his property. Investigation NTS reveals a CB on the south side of SE 170th ST abutting the property owned by Ariel Cruz (#10801 SE 170th ST) who was also present. This CB appears to catch flows from the south side of SE 170th ST from 108th AVE SE to 109th PL SE and the runoff from a few properties. The CB outlets Into a 18" CMP pipe which flows to the south through Ariel property and into a wide shallow ditch which flows southwest. This ditch terminates at James' side yard and sheet flows through his back yard causing a large puddle during rainy periods. The CB also has a 18" CMP entering it from the north which has apparently been blocked during the construction of the apartments on the north side of SE 170th ST. Both James and Ariel plan to develop their properties and would like the CB to flow to the north into the system on the north side of SE 17Qth ST that eventually drains south down 108u, AVE SE keeping the stormwater off their properties .. SKETCH: '~...... -.... ~ ~-Jtt"';--·' '------------------------------ -;i I ': " l --------------- ---y-- " --~-----' D '. ·~~~-;? •. ! ' ' . ! .•• >Ao ! ;! : I :t :itt: ... o· ' ·:,r . (t2 · : ... : , .. : I I I I , I . I I 1 I : I I I • I ! I ~ • • I g i I !! ~ I : I l I I I lj I I I, 1: ,I; ' I! lj • .• ·---·=-='--='."""")')':'!·~· ----~--.i;=J~~ l .. · ' :14 ;.~ ' I l•,u,o•,H-N ' . -~4---------------------------------- z ('J U) 0 ('J z a: w ~ ('J z w ·O IL 0 If ~~~ r :ii ........ ~, ~"O~ \I -~ • -• I)----+---h 0 :•4) • • --• ' ' "C•Utll'lrUII f l 'f or l'll'l'tOtmllB I . ;;1/' /! )•: )•QVC. M. -i I l ~ • \ ·---·-·\ '· _$"/!-, .. ,e,; =,I ..ii ti ,;:; 'I i,,..... I , I ' I. r I .di I ' • j I ,, '"' I r ••'' It":. I· .. r: I '',":I, I ,.,_,_ ~ ·" !f. •.·. .-;•"·.,....~I ;. I·-.. i--1· . ...,, . ·11 '!"""'"'' ' · ..... , I_'.•-~• •· CD•lol·-(TYrU)llffll "111) O><J\ !&Olr ~ aNllll1 CNllf ~OJL•"l,~C·'I' rw, .• ,u.,. -.," naa111f'1l.kllll.(Nr.)4'mx 1'111'1·&.o / / t.LIM'Ul7 mm:. 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Mrf\.C,\Hl'l.5"1 CD•i. l'mtl)IJITII \_ w •.• 41'1l.cr, ~= rw.,.i ... ··~.11'1 w.,• ,1u i:oL! o· ttDITTo onilm J l ~~;~~ a,•5(TYl'CI) ~im.•c,,W.M Cli~4 (Tm.J·,dt:,"f )Ul'H 1:1/~ CM~ l'Nll'ltfQ'IIIJt r,1n-411).D l'lff'l•41'1.D ffi.11••415.0 IIV,., • 414.D """' ~ r""1 ''·'., 1 0 SCALr, 1"•20! ~= l'ICbm/tlll'UnlflC. ,i WII' Gr WW ~ Dl'r'MmlJ '~-~-ffOII, i!ll'IUT f IXlo• IM.. H .. ClLV.•ffl.?:'I' OIJIU"l•1t.C.Q.t1. XlNG COIJmY 0.0.E.S. , ( COMMERCIAL/ AESIOENTIA.I. SITE DEVEl.OPMENT APPROVAL ~l,IO. C 1'Pl'TlXC ='~~ o.\f!.za.:r.i 8Gt ~ ~~:.~:. D~1~,,__.,RIIWI o=...ccw:.,------ ?lt Mm:.-5 l'O'HWI trnncr:t~ n.ctt. ~!. 1'101' !lf. rumw. ro ~ llrlf£I imre ff1 rA~ rn l'aJTt NJl10rl' ITill1 cmmn; VOIICle. THI!! e'l'!ITCPI m nt nro nr: eMTMY ';OJU\ 5~ru1. "lf._ ,...,oi ~ ,._ .-1' Ille l,d'i'IHH.ti• ~-c l'U-(.( HI-I' /Nj4, ,· ,:r 1-J-~ J.tt.,~ ·"' ... -'"'~ .,,.."' zH,,~ ,;¥,u/~-.. ,.1~ "i"..,. ,a T#,1,/e +·~·~A on?, f~ , • .-."",s) REVISIO" l .. .. :I z ~ .. !il ~ " r i g ~lllh .. H •• ~.; •• i• =! C'-1 ~ !.; • i>!I I l!l ~ !:I ~ • • ~ -,I~ ! 'z i; a i>!I • . ., ;; § ~ h; ! ;z; il!• i iii .... ~ 11::•::s I'll 2i: :il ,1--11 ~H<> ill. ,:, .. ,._ ... 11--11-11 ~.r- 2.-10-H SH<:CT .. c,,,""sioN ~.~· ~ PACIFIC ENGINEERING DESIGN· INC. = = = CIVIL ENGINEERING AND PLANNING CONSULTANTS .... ·-. ! ... :r: ! l-o _J i---~ "'"" ----·----·•••• •··-• .. _ n"5 / {Ri tE (C tE a ~ lE [D) MAR 21 2008 K.C. OOES. LAND USE SERVICES DMSION 10 20 I_~ ( II 1 Ind J. N,,;JW :IS VS J.117/J./1, OI l ' I ' \ ·e· • 11 ·11-11· 11 t' w1 ·a· 201 ·a· IOI "8·/\" . p. .. , . , ~i * i "' ... : " "' 1'N "' zl I ~ "' "' I~ 1 I : I ii• I' I ~ .. " c~ I "" -" ; +, ~' ----=----~-,C '--;;--'\;I//. 52 -"':·-· , cl ,-i.' ,·-r·=·,~. . . I // . \ ---l~ ----·• ~ ! I..~ u _±, .• ., ' \ ' 177 .4(; li'm •11 - .... "' "' "' -·------- ti lJ.5' .-- I ~ II I ·-----_ ~1 ! -· --~ --·1-··-· !:i • ....:.__J I l0l$ ·a· i 303 20a I 0$ 13.S . ·a. • '.L NG ·a· i IW ~r,-1\~ I ,. ,• ·a. "II·/\· l 'J. • ., .. ,,.-I l· j _:~ t f't'~ , C ,.-,.,~~-~ ·"' . ,.. ___ . __ ,_; ,, ;'~~~i-~.ir~ ·'· 'l ii,i;, col«: . WALK I • I I i ',, . :._ 4. Willi: WM,K t.110 UT! LI TY ESM' T N g9•52·07·E NIT~lQfll · • 9210021872. --~-. ., ----+I 334,92 FEIi A.I'.* 'l!U0021$71. tTH. -ST< Cf<·(/:;--_!! ~:;:.\·40.7 ·; ~ -_s. 1:.'~ ~/~~ _114, $11~1~':_C:..2!::r~-~ ---------~O;;-;N SIi-ORT PL RT-;> ) ~ ~!!~o~2~t!!! T NAME Water and Land Resource Division --===-= ......... ....._.=-TBPAGE~-"6 .;;..Seo.:;D:...:.?_-1 DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION -~-DATE . 4'25--07 KROLLPAGE MAINT. DIVISION INll'IALJj-SAS Met with James to investigate his report of a pipe that outlets onto his property. Investigation NTS reveals a CB on the south side of SE 170th ST abutting the property owned by Ariel Cruz (#10801 SE 17otn ST) who was also present. This CB appears to catch flows from the south side of SE 170th ST from 108'h AVE SE to 109u, PL SE and the runoff from a few properties. The CB outlets Into a 18" CMP pipe which flows to the south through Ariel property and into a wide shallow ditch which flows southwest. This ditch terminates at James' side yard and sheet flows through his back yard causing a large puddle during rainy periods. The CB also has a 18" CMP entering it from the north which has apparently been blocked during the construction of the apartments on the north side of SE 170th ST. Both James and Ariel plan to develop their properties and would like the CB to flow to the north into the system on the north side of SE 110111 ST that eventually drains south down 108th AVE SE keeping the stormwater off their properties .. SDTCa: '~ ',,......,., ¥'~ // '----------------------- I '. , ' I --------~----- ---. ----__ _, I 1-------------------1----~~ I c:\documents and settings\sbergrud\my documents\ j ' ,,, ' ' ' i :; -~ . . : : .' : 1: -i ·; '.1 'i ' ... ,. -. ,-~ I :t-,11.1•,t_!·~· -----~---..=!=~ ! l : I I I I , I . I l I : I I I . 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MIia Vl!U.t 4 IGO• IM..U . ti.VI.• ffl.~· CIITUl'I: lt.t..a.~. KING COUNTY 0.0.E.S. • ( COMMERCIAL/ RESIDENTIAi. srre DEVELOPMENT APPROVAi. l'AO.ECrNO. C!tenw: PllO.ECTMIM. & . !&:( ........ ---0,tff~-re ter ~·'*':.:':'$1,, ... c..,....., ..... ,,.,...fDIUf c=..---:_c----- ?lt "ICTC,S rm l"Ul1 lmorR.I<:r~ ~ ~ITO•!IT. n.tnffi ro imn:u. Ol\[ll ~ 111 coniic.e., ro ra.rrt NJ1olT l'l'ill'I ~ Vl:IIIOl!I. mo -b't&tl'l to nc l1TO nt: 5Al11Tlll'IY ~ ~- "Ill ... ,..,I( J.,u;J(. 4,.,, d 11 .. _..,fUo..ti·,., .._f..,_ ri.,.t.( .. I' ""J.4, 1• ~ NJ--,._,,,e •"' -.ii• ,../~ uh(. IJI, /'i 1¥J~~.,. '"''"' ..,...,. ~ T'°",i. ,t.J,1.t, on?,,, r .-."",s). REVISION ~. .. .. ~ ~ .. !f ~ " r ~ g ~lllh ~ , .. n •• >' ! i •• ~-f• • • : !!: tr.I ; fa: • ~ . ~ ii I ~ i4 1 z iii i ~ th ! " 1•f t ~ --~l j I),: ~!! ~ ..... ~-;;;r LIL 0 .... -~ 11-11-,, IS.Ur g.;it° 2-10-13 S><UT .. , ... s,o,,, ~-~- = PACIFIC ENGINEERING DESIGN· INC. = = = CIVIL ENGINEERING AND PLANNING CONSULTANTS -·-. ' ~ SHED .....,, I ., i .. : .,· ,• . ,:t·-· ... ~ .. )': .... -·--.. ~ ___ ,, -- I 20 1-,J -- ~~CC~IlV!~[D) MAR 21 2008 K.C. DOES LAND USE SERVICES DIVISION- 10 i 20 ~ ( ft 1 Ind J ' LN3W3$/Jli!I ,l.J./''111.11 ,Cl ~ :::,....----~, ' -' ~ ' \ I l l ' I I l I I ' I l I ,,,...,,,.,_ 1i!JAIY1tif;)@ J.{!;/'X:51-:::::.. -··--··· 1· I - ·a· 301 . 8. 'II 20l . a. ·11-11· 101 ·e-~·. .. "! .. • i "' ... .. ... "' "' "' ! ... .. "' 0 I.) ... - 1'N zl 1 I I 0 ,., "' "' "' "' l li~-¢) t-h. r-· ~q •1 I ~ I I .. ·.· .. b ./~ ]'! I 5 7 ' 5 2 . I --·::r-•" ! ;., ,. I ------~ ----- 'Jl.l' -~t··-' -A Ji) l N ag·s2·07·E iNITIWCT! ON :. • 921()021812. -~--•--+I 334.92' ;i; I ... -1 "' . .. "' -"' 0 "' . I !'II ~:1 ·· ,-,--1---+---------·· j,,.__ __ _,.-"' .; __,--·-1-··· 11:I , I ! u.,· 301> "&" i 2ot1 ·a· f I~ "$·Al . 308 • B 206 ·11· 1oe. ·a-i1· I ,3' \,.., T ,3" -t ,,....,,--:· ·-:'.l ; • t ' !---r~! ~ --··-·· ········ .ir·- UT i L f:5-M. T, Ff~ RE,::. 1ll 214{)\ 1r,)1Q~-',~ 11·;.;· CO!llt. Vi>\L!t 4' WI OE W~K /\Ill> UT I LI TY ESM' T PEIi A.F.* 'lli210tnl871. I rTH. ST. N 89°s2·01·E S. LINEN. 1/7. NW l/4. SE ll•L sec. 19-23-5. ---<' C,;U~ ---184 .9,r-------~ --------.---------------_" ___ -' ' MON. Iii -S/fORT Pl RT/ ) ~~~o~~~!! .:&.MD1,11.1. ------~-----~ NAME James Loran er ADDRESS 10801 SE 170th ST Water and Land Reeource Division PHONE 206-819-4735 TlU?AGE 65607 DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION KROLLPAGE _6=0,,_,1_ DATE MAINT. DIVISION 3 INITIAU · SAB J>l!:TAlLS OJ' XN'VESTlGA rlON: Met with James to investigate his report of a pipe that outlets onto his property. Investigation NTS reveals a CB on the south side of SE 170th ST abutting the property owned by Ariel Cruz (#10801 SE 17Qth ST) who was also present. This CB appears to catch flows from the south side of SE 170th ST from 10Slh AVE SE to 109111 PL SE and the runoff from a few properties. The CB outlets into a 18" CMP pipe which flows to the south through Ariel property and into a wide shallow ditch which flows southwest. This ditch terminates at James' side yard and sheet flows through his back yard causing a large puddle during rainy periods. The CB also has a 18" CMP entering it rrom the north which has apparently been blocked during the construction of the apartments on the north side of SE 170111 ST. Both James and Ariel plan to develop their properties and would like the CB to flow to the north into the system on the north side of SE 170th ST that eventually drains south down 108th AVE SE keeping the stormwater off their properties .. ·-....~ . ....,._ ··,~ K~ Jr(""#'/ 1------------------------- I I I '!' _,.@ y ~-------5-.:::_Gr-?~ i. I ~@ ... I ~ I '1 P~rea) I I I I .. -~ -------------I L ___ l I I --~ --- . : ------~-' 1-----------------1-----.~ I c:\documents and settings\sbergrud\my documents\ I D : -~---:-,;l :::.: !~~{ .:·:i ... --~ 1 :·:t:!:·~·:: ··:' ' i :·; ! .~ '.t ,'.~ .:; j : I I I I . I . I 1 I : I I I ' I a I _,,,---fl ,-----,--11 I : • I g l I I I : I I I I I : I I I I I, I: :,1 1j • 9t!N "'" 'JlL.1¥35 • .. j .• ' X r--~ .,._..,.J . i ----------------------- --~-------~--'.iAV-:~------~~ --'-- ·;,, ~ \ -, '.o~.~:~ils'l~. ~ "'1 •··.• d ~ "' ,c ->--" ~i w w ;J X " i E z 0 ~ hl ,;, 'f--..i.-~.--.: t· 1= -tL q'Ji•t1i ;--\ I ' . ~-.l!l?_J 0 ) !i ; .. -, -. '" "' ~~~ (j z z C, en w 0 .. ·~ ... ,:XI \ I ~-" -_, i,.'V I " :23.0 f I I fl fii' ~ 0 • ,J ,W 0 t'.., '- ::iC'lt l ~ st st CO :,.I' I") X '. r,.. wWI' c,; .... ~ u:: w Vl c,: Cl) a. ::, (!) -.., . st • c.o II co <.1--w ' -\ r / I-ao ~ 0 c,; .....I {' xi,.) I., , " /'-/ :ie>· ~ / '"o~ ~ ~ ,..,,. ... • \<I ,• ... ,, .:' .. /:·~· ,,. ~ ... I lil (J}. 20 I 0 ca-. -- ~~CC~OV!~[D) MAR 21 2008 K.C. DOES. LANO USE SERVICES DIVISION 10 20 I ~ ( fl 1 Incl King County, Washington Level I Analysis For: BENSON HEIGHT PLAT PROPOSED RESIDENTIAL DEVELOPMENT Location: 10801 SE 170TH ST RENTON, WA 98055 Tax Parcel #: 2923059026 King CO File#: A07PF002 LD Engineering, LLC Seattle, Washington 98102 Date Dcst:nption ·' \ ! EXPIRES 3/31/ ,)R Prepared by: Leonard Difrancesco, PE January 29, 2008 LEI/EL I Task 1. Study Area Definition and Maps Exhibit A, this section is a site vicinity map showing the area of study. Exhibits A 1 and A2 are 500-scale and 100-scale aerial photos, respectively of the site. Exhibit A3, this section is a 200-scale map which includes the site property lines, 5' contours, the existing and developed flow paths shown for at least a V. mile distance downstream and highlighted parcels indicating that a drainage investigation report has been filed with King County. Exhibit A4, this section shows a 30-scale view of the pre-and post- development flow paths. Exhibit B, this section delineates the 1. 76-acre upstream offsite area contributing drainage to an existing onsite drainage system. Exhibit C, this section delineates the 1. 76-acre upstream offsite area abd the pervious/impervious sub-areas based on an aerial photo. Cruz/Loranger Site LD Engineering u.c C") 0 -. 1- N Q OI II a.. 0.. LO r,,.. 0 ~~ I l . I ! ~ .. ,,,,.DO i~? ! @ •i I• J 1' i 1 .,r • • h ,jti}i!. t i C')o ~ -1-I i 111·1• J' 1t f 'llh. I NQ I·tlpUh" i' 0 :I: § ~ l r .,,11 i'rt t fc a.. @ !ii lit,J'liit{ ~ a.. 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' ' ' ,, I'·, c,: \ wt,,;, ~)~ £,, ,ff/ :~i (· I ~ 4.owlfa;l1 --5: \ v{£-Z/-x-,-=\J1~"::_,r~,'\'.'--,:;~~c~;;.i;.£c,.:§c;;.;;;;;...;;;,,!,l";t:,,: ... -~..\ V ' , '; a,' • ' > k.. r d r ~ ~K-,: -~ ' , • H ;o 1 _ \-cs \ Vi,);%. F,.J,,.,,.,., I t, , ".·:! +.) j·i ~~.!~ii i I I -. "\,.v. .• '.· .'</:< ~T''''.:l;r; _i., • --')_! -Jf"-1 ' 'f,r . '.\/_'-•··-)-~:(···;.,,-__ )".;) J.: (· , • lJ G f __.i j ·-. ·-\b• ,, ,;,,,. """'. -~~ '.,.:;,1 . 1~bi-\J .!-·""·I -! ,. , _·y , ·, __ ,1 ' ,-, -f~ -, _. , + 1.. .• 1--:-7-,., '""?70.ft.· Y" ,,,_C!. . r;}!'f- '>[?' y 6 1)--,,, / X Jr;,,~''' r:,;;+ n~tf i;)fa, ',;1 } .. '.'';<::,c:fTi;llf,Mf, ,.{si ,,,r,,, .... , ,,,) ., ,_ ,-~ '/ 1, ® Level I Downstream Analysis Map 2 OF 2: BENSON HEIGHTS PLAT -vY- .-:, 'i' ~-----,.,.,\)..-:·>:::',11'4\ r.t: 1l· '{, 11; 6SBL "" k-:) iJ; ,, .JL "° in" [ I -'-'30, ft. .---~·-----' ;f.) :" t \ f I l b \ en I-:::c S2 ....... w :::c z 0 J ( en z w m C. C'CI ,,,,. :E: C'CI e <( ' ' E .· / C'CI ·u it e -;,, ' II) !i C. ::, • ,. ··,;.;i"c\!l<>.>.<' '"·" :,;_,c::);l.!.'ilii,i,. ,,,., '""4"''· i .. . ~ ::c (!) -w :x: z 0 en z w Ill .. C. CV :E CV E <C f/j ::s .2 i:: ~ E -E CV E 1n C. ::J = 0 0 .c u .s @ Task 2. Resource Review The following resources were reviewed for existing/potential flooding and erosion problems as they relate to the proposed development: • Adopted basin plans available at DDES, DNRP, and the library. Exhibit D, this section shows the site within the Black River Basin. There are no onsite sensitive areas mapped. There are offsite sensitive areas within a 1-mile radius; however the downstream flow path is not within the vicinity of any of these areas. The mapped drainage complaints that are within the project flow path are discussed in Task 4. • Finalized drainage studies available at DNRP Water and Land Resources Division. Per an email to Mark Follmer, King County Drainage Engineer on November 30, 2007, County meetings and online research there do not appear to be any drainage studies within the site area. • Basin Reconnaissance Summary Reports and I "=400' scale problem summary maps available at DDES, DNRP, and the library. Exhibit E, this section shows the site to be located within a Basic Water Quality and Conservation Flow Control Area. Exhibit F, this section shows the site to be in a Basin Condition with low sensitivity. There is an area of potential wetland influence; however this area is in another drainage basin, upstream of the site. Exhibit G, this section shows the drainage complaints within a \/•-mile radius designated by King County Complaint file number. • Critical Drainage Area maps available at DDES. As discussed above, DDES Exhibit F, this section shows the site to be in a Basin Condition with low sensitivity. There are no mapped critical onsite areas. • Floodplain/floodway (FEMA) maps available at DDES and the library. There are no FEMA maps for the site. • Other offsite analysis reports in the same sub basin, if available (check with DDES records staff). There are no existing useful offsite analysis reports available. An offsite analysis was prepared for the Parcel #0087000301 Townhouse Development, west of the site however the two downstreams do not meet within v.-mile. Discuss the attached drainage requirements variance request dated July 31, 1991 and Level 2 Report for the Benson Homes Project. • Sensitive Areas Folio available at DOES, DNRP, and the library (see also "Sensitive Areas" on the iMap website: http:%/www.naetrol:.c.,jov%( ns/i7aapportal ilvlAP tnain.htm4 or its successor for critical areas) must be used to document the distance downstream from the proposed project to the nearest critical areas. Per Exhibit D, this section there is no sensitive area downstream within 1-mile. • DNRP drainage complaints• and stndies available at DNRP Water and Land Resources Division, phone: 206-296-1900 (see also "Stormwater" on the iMap website: httn:i-wzvw metrokc t=ovioishmapnortalo/oiMAI' main hml#}. Exhibit G, this section shows the drainage complaints within a v.-mi!e radius designated by King County Complaint file number. Exhibit A 1, in the previous section highlights the parcels (and their Parcel #'s) indicating that a drainage investigation report has been filed with King County. The drainage complaints are provided at the end of this section. In Section, Task 5 the drainage complaints with respect to the project are discussed further. The following is a complete list of the drainage complaints by King County Files Number in chronological order within a Y.-mile radius of the proposed development: 2007-0388 (FI-NIA since it's a SWM fee Inquiry) 2007-0271 Parcel#: 2923059028 This complaint is provided below and discussed further in Section, Task 5. This complaint was issued by the property owner(s) of this project. . , .. 2006-,~~r i"i,arcel#: 2923059144 This complaint is provided below and discussed further in Section, Task 5. This complaint was issued by the upstream neighbor, Robert Lyons. 2006-0470 Parcel#: 0087000207 This complaint is provided below and concerns a localized drainage issue with the neighbors landscaping modification. This complaint is not within the direct downstream of the project. 2004-0971 (WQA-NIA since it's a water quality audit) 2003-0974 (WQA-NIA since it's a water quality audit) 2003-0222 (WQA-NIA since it's a water quality audit) 2000-0227 (WQA-NIA since it's a water quality audit) This complaint was closed after the county removed trees from a tract that were in possible danger of falling. 2007-0088 Parcel#: 0087000205 This complaint is provided below and concerns erosion of a residential driveway access. Gravel was added and resolved the problem, closing the case. This complaint is not within the direct downstream of the project. Since the below complaints are 10 years or older, they are no required to be investigated per the 2005 manual requirements. 1995-0539 1991-0290 1990-1453 1989-0813 1988-0511 1984-0084 • Road drainage problems (check with the KCDOT Roads Maintenance and Operations Division). The KCDOT was contacted and the email response is the following: Subject: RE: FW: BENSON HEIGHTS PLATS -Request for Road Drainage Problems Date: Tue, 29 Jan 2008 09:25:54 -0800 From: To: CC: "Granlund, Jeff' <Jeff.Granlund@kingcounty.gov> ~dd to Address Book i Add Mobile Alert "Leonardo DiFrancesco" <leonardo_difrancesco_seattle@yahoo.com> ~ alkibeachseattle@yahoo.com, G annmed888@yahoo.com, sonychung@gmail.com, mikelook@gmail.com, "Ledbetter, Tony" <Tony.Ledbetter@kingcounty.gov>, "Packard, Ada" <Ada.Packard@kingcounty.gov>, "Arlma, Debbie" <Debbie.Arima@kingcounty.gov> Leonard, I apologize for the delay. I have checked with both the Drainage Supervisor and Engineer regarding drainage issues in this area and they have no outstanding or planned projects at this time. Maintenance has one drainage issue they have been working with. It was brought to our attention by a citizen and is located at 10817 SE 170th St. The citizen living at this address wants to know what can be done to stop road drainage from flooding his property. At this time I am not sure of the status. If I can answer any other questions please let me know. Thanks Jeff The address 10817 SE 170th St referred to in the email is the Robert Lyon residence, the adjacent property to the east. This issue is addressed in detail in Section Task 4. • U.S. Department of Agriculture, King County Soils Survey available at ODES and the library. Exhibit H, this section shows the soil survey. The United States Department of Agriculture defines the site soil as AgC-Alderwood gravelly sandy loam (Hydrologic Group C). • Wetlands Inventory maps available at ODES and DNRP. There are no onsite wetlands mapped. • Migrating river studies available at ODES and the DNRP Water and Land Resources Division. There are no rivers or classified streams within the project vicinity. (") 0 -....W C\I (9 o._ OQ LL 0:: a.. 0 ~>- <(I KING C JNTY A07PF002/3 DRNG CMPLTS Topot23r05 ' N10 Bald Eagle Nesta (WDFW) Wlldll'e Netwcrk c-N- CZ] ~ Landslide Elil SAO Coal '4ne 1.':51 SAO Sabmlc E:I SAO Erosion «~\ream ·AT,,e ~2S i'.v'. 3 ,' '.' u ~ SAO Welland (1996) ;:;:;; Water Bodies i::J WLRD Dr1*iage Compla#lla o- i .... ":,',':'""' Roo• ....... (WDFW) 800 f(IOt or Shoruline 1320F1>ot FEMA Crou Sediona FEMA-mij FEMA 100-yr. Floodplain 0""" © 0 -~ FNI: 1":::S00feet UI Klng County Tha Wtirmallon ncludlod an flil ~ ha bNn ~ by ~ KngComtyllallrr....aYatetyd111MT.Nandla~ID : =~c:..~.1o .. -.ac:y,----.~.or,w-11>._,-r11 _,, wann.rbn. Dia Calnly 1h11' no4 ti. W. l'urany 11ffl91111, apec:111, lndnct, n:ld!nllll, or-....-,aal damaON ln$dng. bul 11111:lmilfldk>, 11111-orklll fWtllllr; r..nng tr,;,m ht 1111111' ml&llle d 11111 Wamllllon --"""-IIIIIP-,.,,, .... _d1111a..,. .... ~ an Iha """'11 pn,M,lted ucept.t,v-....,._ <lf IQng """"· Plot dale: Oct 12, 2007; \\ddea001\x01!,gia\av_~\bue2.apr liMIY, L't, LVVO /; :.JVtilYI l\llH) \.,V, VVL/\l/ l!U. d Dj r. I/ Ii King County Water and Land Resources (WLR) Division 201 S Jackson St, Suite 600 Seattle, WA 98104-3855 FAX Date: I / ;) _J, t I ';;;J Number of pages including cover sheet: __ _ From: Cindy Torkelson WLR Stormwater Services Section Phone: 206-296-1900 Fax Number: 206-296-0192 IMPORTANT LEVEL 1 ANALYSIS NOTE: We do not send copies of certain complaint types that are not relevant such as BCW, FI, FIR, FIH and WQA, and we do not send CL and LS types. See key below. Type SI, S2 and S3 will not be faxed due to size constraints. * IF YOU ARE USING THE 2005 SWM DESIGN MANUAL YOU ONLY NEED lOYRS WORTH OF COMPLAJNTS The following is a list of complaint types received by the Water and Land Resources Stormwater Services Section. Complaint numbers beginning prior to 1990-XXXX ],]ave been archived and are no longer in our possession. They can still be retrieved, if necessary, but will take additional time and may not be beneficial to your research due to their age, development which has occurred, etc. If you are interested in reviewing the actual complaints, they can be pulled (time permitting) for your review. Copies can be obtained for$ .15 per page, and $2.00 per page for plans. K.!!n. Type of Investigation C Action ~q1.1est BCW Business' for Cle,.n Water CCF Re,porue to lnquicy •CL Claim EH Enforcement on Hold ER Enforcement Review FCC,FCR,PCS Pacflity ComphrinlS Fl SWM Fee Inquiry !'IR SWM Fee Rovicw PIH SWM Pee on Hold •LS UIMUit RR Facility Engineering Rtview NDA Neighborhood Drainage Assllwice · WQC Wnte< Quality Complaint WQE Water Quality Bnforeement WQR W>lor Quality Eagin=ing Roviow WQA Warer Quality Audit WQO Water Quality-Oater Sl.S2,SNJ Engi,,eeritlQ Stlldies Type af Problem OCA DOM DBS OLE DTA INQ MMA MMF MMG MMM MNM MNW SWF WQB WQD WQI REM GRT NWD Development/Construction lm.inagc • M;,..Jlanoou, Drainage-Erosion/Sedimentation Dniinage-Landslide/Banh Movement romage Technical Assistance Drainage -o.tteral Inquiry Maintenance -Aesthetics Maintenance ~ FJoCJding Maintenance -Oeni=r,1 Maintenance· Mowing Maintenance• Needs Maintenance · Maintenance-Noxious Woeds SWM Pee Questions Water Quality-Best M~ement Practices Water Quality -Dumpios w,.,,. Quality -Illicit Connoorion SW?vf Ft:.e ~Rcmeaisurement SWMF~ruit SWM l'tt•New Discount "'Subjcc; to Public Disclosure rcquircmC'!lts 1. Receipt of w:ritten request fQr documentt 2. Review and :approval by ProsOCutine; Attorney'; office vr,11. L't, LVVU f. JVM!Y! I\ 1 lrn VV, ffU\L/ r. LI IL r .. ge 1 oft Torkelson, Cindy -=rom; Leonardo DiFrancesco [leonardo_difrancesco_seattle@yahoo.com] ,t: Sunday, January 20, 2008 11 ;04 PM To: Torkelson, Cindy Cc: alkibeachseattle@yahoo.com; annmed888@yahoo.com; 'JAMES H LORANGER'; mikelook@gmail.com; sonychung@gmail.com Subject; BENSON HEIGHTS PLATS -Request for Drainage Complaints Hello Cindy, Please provide me the reports for the complaints listed below. Please either email or fax (206. 707. 7776) at your earliest convenience. Regards, Leonard L-k.J/A: 2004-0911 , \/./"' _ t..J/ A 2003-0974 VVC/..k 2003-0222 W8A--1.J/1"( 9'&G r , 05.0539 ~ -029 Leonard DiFrancesco, M.S., P.E. LD Engineering, LLC 105 Harvard Ave E, Suite#l 06 Seattle, WA 98102 (Tels)C206.412.6660 H206.709.0503 F206.709.7776 Never miss a thing. Make Y aboo yow !)._Qm~ 01/23/2008 3. 2008 8:50AM KING CO. WLRD KEY DRAINAGE ISSUES IN 1986 JULIUS CARPENEDO, PROPERTY OWNER TO 11IE WEST (PARCEL#2!l230!90l6)1NSTALLEDANEWDRAINLINEEASTERLYACR0SSS.E. 170 m. ST. AND HIS PROPER!Y TO PROVIDE SPACE FORA SECOND DUPLEX TOBEBUU,T. IN 1987 WHEN I EXPERIENCED MAJOR FLOODING PROBLEMS BOfflIN MY BASEMENT AND ON MY PROPERTY I CONTACTED KING COUNTY TO QUESTION WHETHER THE EASTERLY DRAIN LINE HAD BEENRECON.NECTID TO NEW LINE. AFrER REVIEW BY KING COUNTY I WAS TOLD THAT THE DECISION TO RELOCATE THIS DRAIN BY KING COUNTY WAS MADE WITHOUT ANON-SITE FIELD REVIEW, AND THAT AS THE DRAIN LINE TO THE EAST MUST HA VE BEEN REMOVED .AND NOT RECONNECTED. (THEY SAID THIS LINE WAS NOT ON THEIR DRAWINGS) AND THAT tr WAS THE PROPERTY OWNERS PROBLEM. AT THAT TIME IINSTALLID A TEMPORARY BYPASS TO PREVEl'ff FUTURE FLOODING OF MY BASEMENT. IN tm I WAS APPROACHED BY DEVELOPER RANDY CAMP ADORE (SPRING GLEN ASSOCIATES II) HE WAS REQUESTING A DRAINAGE RELEASE COVENANT TO BE SIGN.Ill>. (COPY ATTACHED) HE ALSO NOTED THAT HE WAS WORKING IN PARTNERSHIP WITlI KING COUNTY BOUSJNG TO PROVIDE QUALITY AFFORDABLE HOUSING.(WH[CHIS NOW BENSON GLEN). AT THE TIME I REVIEWED PRELIMINARY PLANS WITH RANDY HE TOLD ME THAT IHEIRFINAL DRAINAGE PLAN WOULD INCLUDE A SHORT RUN OF DRAINPIPE TO MY EASTERLY PROPERTY LINE ALLOWING FOR THE ll'iSTALLATION OF AN ON-SITE LINE TO CORRECT THE DRAINAGE PROBLEM TO MY PROPERTY AND THOSE TO THE EAST. THE NEED TO REVERSE THE GRADE ON THE DRAIN LINE CROSfilNG S. E.170 m. ST.WAS DISCUSSED. NOTE: REVERSING THE GRADE MEANS THAT THE EXISTING LJNE WHICH WAS THEN SLOPED TO DRAIN SOUTH WOJlijD HAVE TO BE LOWERED ONTO THE NORTH ALLOWING WATER TO DRAIN NORffl. · BECAUSE OF ADMINISTRATIVE V ARIANC:ES AND EXCEPTIONS BY SEVERAL KING COUNTY AGENCJES THIS WORK WAS NEVER DONE. I HA VE ATTACHED THREE P ARAGRAPBS FROM "THE STORY OF BENSON GLEN'' :FOR A BETTER UNDERSTANDING ON THIS DRAINAGE ISSUE RE: PARCEL #292305-9144-03 LYONRB. 10817 S. E.170 TH. ST. RENTON, WA. 98055 DATE: SEPT 15, 2004 JAN. 3. 2008 8: 50AM KING CO. WLRD January 28, 1992 Mr. Robert ,4on 10817 SE 170th Street Renton, WA 98055. SPRING GLEN ASSOCIATES Il 14850 Lake IWIII Blvd., B-1 Bellevue, WA 98007 · . RE: Draimlge Release COTenant for Spring Glen Sllhdirision. Dear Mr. Lyon: Per our telephone conversation of a few days ago, I have enclosed a drainage release covenant for your signature and a copy of our site plan with the existing water flow outlined in green. As we discussed, this release form is necessary in order for us to construct a storm drain that would divert water currently mnning onto your property from ours. You will notice that you will need to fill in the date at the top of the page as well as have your signature notarized on the second page. I have included a st.amped, self addressed envelope for your convenience. Your assistance in this matter is much appreciated Sincere Regards, SPRING GLEN ASSOCIATES IT RLC:ka 3812892 enclosure ·. ·-, JAN. 3. 2008 8: 50AM KING CO. WLRD P. 6 DRAINAGE Thi$ agreement mage this Mr, & Mrs. Robert Lyon "1 A#r LI (),9 ...____, ....... ,n~,-....i;;;;;...."---• 19-!I=.., hereinafter cailed the GRANTOR, and KING COUNTY, a polltlcal subdivision of the state of Wash I n9t~h, here I naf ter ca I led the GRANTEE, and Whereas GRANTOR represents and warrants that It Is the owner In fee of that certain parcel of rand, described as follows: 10817 SE 170th S.treet, Renton WA 98055 and whereas the GRANTEE' Is presently reviewing a drainage plan for a proposed SINGLE FAMILY SUBDIVISIONpermlt for the proJect known as _____ __,.,M"'E.,.A..,D"'O"'W_..G..,L""E"'N ________ , perm It no. appJ i ed for on lands located at 10850 SE 179th Street, Renton, W4 98055 and whereas said plan proposes to divert from their natural course of f I ow cer ta In surf ace and storm wa ter.s so as to cause them to flow (onto) {away from) the rands of GRANTOR, now, therefore, In consloeratton of the approval of GRANTEE of dtvers:on In said Plan and other valuable consideration, receipt of which Is hereby acknowledged, the GRANTOR hereby agrees and consents to the diver- slon of stJrface to ho Id GAANTE:E and storm waters {onto) ,(away from) Its lands and .,..,,-- harm I ess for any.-damage that may be Ci!J.Ul/led .. b.y. such ~ .. diversion of flow and this conveyance shat I be a covenant running w I th the I and and sha I I be b Ind Ing upon GRANTOR and I ts he I rs, successors and assigns forever. I of 2 l/~O •. JAN. 3. 2008 8:51AM KING CO. WLRD IN W I TNESS THEREOF , hands: STATE OF WASHIN~TON)ss COUNTY OF KING ) the part I es hereto have GRANTOR on this day personally appeared before me: ... LM1 0...11.d..1.1:e:::.,_;C.=,,r...l!.,J,~j.,J,aL!..A,:.L..l __w.t:\:i.DJ._t .... O(_.J..Yb...A..1.1.,w:t;a. X-..1-t....i.8.c..., -1.l.....1f-f-1{ Q...,;.;,_A,.,../_ ' t-o me known t 0 be -the Ind Iv I dua I (s-)c c:lescr I bed In an_d who executed the within -and· foregoing Instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated, Given under my hand and offlclal seal this \ 0 i1-ae.y Of __,,ma~ .... fi .... 0=h_._ ___ . , a 9 d-. Gi@Rh<) NOTARY PUBLIC~ for the State rJe~~u.9}1#~ at .,. ,.,..,,,-. . . -~ . ···-- . ... , ... . ...... . 1/0II = ""' ~ 3c ci <...> = = ,.., ::E «: ...,.. 00 00 = = ...... CY> z «: --, r -- J 1-----~-I· . I '+--:-------- 1 ,-- -/ I i L _L_r-_,_--i I I I . . _ _, __ _ .. ---~-,~ ----L__ --I l • .... . " --la -1,.~.~ .. --... , . ----·- ,, r,,-L-·-----l ·w ;'' >-. ,ct ~ 0 ~'l.i,.\J I ,J,. ,t" v'\'f.' f oft:;...O . '<tr I . I ~"" I I .-- ~ \ j I ;> o~Jr .,,_~.p- i'EMP. &.11.-DE·SAC. ' '\. i , , • I l LJ,~ JD -~~.::;;, I ~ I .... ~ o'r ,[~ 1,1 I# i1 I .... -,~tr-1~ I~ .. •· JAN. 3. 200i i:51AM KlNG CO. WLRD . ---;--"-·. The Story of Benson Glen · A Journey Through the Land Use and Construction Rµles which Regulate Housing in Kina County · A Report for the King County Housing Pannership by Carol Lewis · September 1993 · I \-\~\IE J:N(.Lu!X"D 3 ~f\Gie:AP\1S' ~ -rr-!\S 110PG-. ·Re~.J Wtt1CJ~ Dll!a.TLY fMyAGT DfA \t.JAGe ((.o~rlJl'-1 \Z.~~~/ ~T,-1\).0/l~t)S. Foe_.. t--1\f 1'i~~T',-· -,-~a?..E.. ·~ fv\lJC.t-i· t<t\OQ..€ 1~\JT AS •. X. \1~'1€ rJoTu"D 1T I~ '/~'-f 1\%.~l\)}{J\L. tN >J IW,l t.E _ ', .• •• JAN. 3. 2008 8:51AM KING CO. WLRD Offsite Utility and Road Work The road leading into the ~ Homes had never been recorded. As far as King • County·was coace:med, the paved surface refemd to as SE 170th, leading front Benson Road towvd the well-gmed pasture land and seven single-family borne&, was just a big driveway. Although the County maintained the road, legally it didn't exist. Before the subdivision would be approved, Threshold would need to change that -it would need to record the road. And, since it would then technically be a new road, 'I'hrCfhold would need to improve it to me.et current County standards. That would mean adding curbs, gutters and sidewalks to both sides of the street. (The Cpunty's Road F.ngineer later granted an administrative variance which relieved Threshold of iu responsibility on the south side of the road.) p~·34, ~~~ • I Meanwhile, the County's drainage standards required Threshold to improve the storm sewer undemeaQ! Benson Road. The County wanted to insure the stonn sewer could handle flowJi\ from new sub collectors which werl: pan of the Benson Glen drainage system. Threshold was requited to dig up 400 feet of Benson Road, rebuild the stonn sewer and repave the road. According to County engineer Tricia Junke, the County nonna.Uy would have required Threshold to provide curbs and gutters when repaving the road, but in this case it made an exception, settling for a simple shoulder on the road. According to fun Kramer, Manager of SWM, the County will have to require even more e,cp~e design specifications in dw future to meet federal water quality standards. He and .his staff are now pondering what this will mean for development in King County. Their hope is to .meet the intent of federal regulations while miniini.zing dw costs to do so. Gary Upper, ConnCl's land development specialist, is horrified at the thought of ~ricter standards, arguing that "the SWM requirem~s go beyond science, go b~nd what is known about water quality.• He adds, "If the County n,alJy cares about water quality, it ~ught to fix old problems, not make complicated requirements fur developers which result · m negJig1"ble improvements.• . . 1 KING CO. WLRD King County Department of Devolopment and Environmental Services 900 oakesdale Avenue Southwest Renton, Washington 98055-1219 Permit Number: Date Issued: Expiration Date: Permit status: Construction Permit Permit Type, Subtype: DWELLING, SINGLE Title: LOT2KCLLA283013 ·-i- B06L0824 08/1112006 08/11/2007 ISSUED Description: LOT 2 KCUA 283013 -TWO STORY SINGLE FAMILY RESIDENCE WITH ATTACHED GARAGE AND COVERED PORCH (MECH INCLUDED) Loc:alion: LOT A KCLLA 283013 Ust of Parcels: 292306-9128 Site Address: 10819 SE 170TH ST Kc Valuation: $198,617.18 Applicant Name: STANBROOKE CUSTOM HOMES INC Comments and Conditions 1. Work Subjeet to Apprond Phmr and Conditions. Work authomed by this pemnt is subject to the approved plans .a:od corrections shown thereon md the ~bed conditions of petmit approval. Failure to comply with all condiUom once COllSlrllcU0:11. is begtlll may necessitate an imo;,cdiate work stoppage until such time as compliance with the sttpulated conditions is attained. . 2, Posting' OD Ille job sl.te. This pennltmust be posted on the j ol;, site at all times in a viiil>le and readily ac~'ble lpcation. 3. Scheduling Impcc:tiOJIS. ImpectiOll :requests for ~de:orial, COlmllCl'Cial/mtifamily, aDd 'MW cOllStnlction me permits may bo scheduled by calling the DDES Voice Inspection Line at 1--888-546-7128. Thi.I request line is available 24 hours a day, 7 days a week fQr your COIIVl!lliellce. Impection requests lJlllSI be ~ :in prior to J:00 pm, M-F to ap'pear on the schedule fo;r the following bmincss day. InspectotS a:re available by phone M-F, 7:30 am lo 8:30 amg at 206-296-6630. ScbcduliDg and inspector availablllity is 5Uhjcct to approwd holidays. Yon may obtain lnspeci:iOD. results by calling the DDES Voice Impecti0:11. Line,~ the iuspec1ion in:fumlation left 0111,ite, or conlacting the impector ofreconl. You may obtain gcnml iDBpectian lllformation M-F, 7:30 am ro 4:30 pmat 206-2~0. 4. E:i::pfration. Please note the expiration date on this permit located in 1be upper right c(IIDel'. A pmmt ma.y be eitteuded or renewed in accordmce wi!h the King County-CO de Ollly if a re~ to do so is received at least 30 days prior 1n the expiration date. 5, Compliance with State and federal ia"!"s and the Endwgerecl Species Act. The applicant is resp~lc for makiDg a · diligent inquiry regarding the noed ior eoncumnt smte or fed=ral pennits to engage ln the work requested mid.er this permit, md to obtain !he requiied permits prior to issuance of this pe.tmit. It ~ unde!stood that 1he gr:autiDg of this pcxmit 5ha.ll not be canstruod as sarufyi:ng the reqttirements of other applicable Federal, State or Local laws or regula1iom. In addition this petmit does not alll'horir.e the violati0:11. of regulations. In addition, the gnudiDg of1his pe:rniit dces not authorize the violation oftht Endangered Species Act as set forth at 16 U.S.C. § 1531-1543, including theprohibition on the "!Im" oflhrcatened or endangered species. ''Take" i.! defined at 16 U.S.C. § 1532(19). It is the applicants sole responsibility to deteimuie whether such ''take" xestriotions would be violated by work done pursuant to this permit, and is precl\lded by Fcdmil Law from 11110ertakillg work authorized by this permit if that work would violate the "take" restrictions set forth at 16 U.S.C. §1538, 50 c.F.R. §17.21, 50 C.F.R. §17.31, 50 C.F.R. §223 arul 50 C.F.R. §224. 6, Fees due: EDfo.-cement. The King County Code states that fees associated with the ieview and inspection of projects requirulg pemdt applications are due at the time of application for sexvioc, or within fifteen days of receipt of an invoice from KiDa County's Department of Development and Enviromnental Services (DDES) stating that cnrrently hourly rates are due. DDBS may xequire a deposit of betweeJi twenty to eighty percent of the total cost of the review md inspection of a permit application at the time of application. Failure to pay fees in a timely l!lllml8I' is a civil violation. It is King County's policy to take e:oforcement actiOll incl.udmg, but not limited to, the issuance of a Notice and Order and/or Step Work Order, when an applicilDt bas violated the King Couoty Code by failing to pay fees 'When due. By accepting is.-of this permit, the applicant acknowledges that if he/she fails to pay fees wbet!. due, DDES JD!.Y bring a code enforcemei:1t action to recover w,paid fees. Cj , 30 ')fiA1JAN. 3. 2008 8:53AM..._KING CO. WLRD,. • .,~,·;willl!UI J1!71f j ..... ~}~34.P. r~t> 15 fcJJ.~pteT::i 'To '01-<J7., 11. We>' AP.l. IJ ! AK.. vo6 ... o 6 6 i l 'C o/J. \M . ilw:wlrstonnwatercomp@metrokc.gov] r, . ,.. ... ~-, _,,,,..,, -.,.,Lg' l"\f"'J To: lZGrp, WLR stormwater Complaints Cc: Bentler, Fred SUbject: WLR on form Submission *'*'"" Drainage & Water Quality Problem Report Form Submission Name: Leonard DiFrancesco E-mail: ld_engineerlng@yahoo.com Day Phone: 206-4126660 Evening Phone: 206-4126660 Address: 105 Harvard Ave E, Suite #106 Seatl)e WA 98102 Problem Location:(if different): Property Information: Parcel#: 2923059026 Address: 10801 SE 17oth St, Renton, WA 98055 Problem Type; drainage Reported Problem Description; . Background and Artificial Drainage Pattern Description: The following drainage analysis was conducted on April 13th, 2007 by drainage engineers, LD Engineering, LLC. The drainage concern for the said property is that runofffrorn the ditch-line within the ROW on the south side of SE 17oth Street discharges openly onto private property. Based on the King County GIS mapping, SE 170th Street intercepts drainage from an approximate 1.71-acre area south of the road and concentrates it within the ditch-line. If the road did not exist, based on the general contour pattern this flow from the area south of the road would not concentrate and flow overland just north of the site. Drainage System Description: The ditch-line described above terminates at the said site northeast comer and flow enters a small 6"-diamter, corrugated metal pipe, 3 feet in length, which then discharges to a catch basin's east side (CB#1 ). Flow then enters a 21 "-diameter, 54-foot long CMP pipe and . JAN. 3. 2008 .. 8:54AM__KING CO. WLRD---:-:::_---:::-----::--llllllll!llil r .discharges to a channel at the southeast site comer. The channel travels west along the property line until a retaining wall and higher site grades direct the flow onto the adjacent property to the south. The flow on the adjacent property has no defined channel and terminates with no outlet in a low spot just behind the house. LD Engineering, LLC could not locate any drainage easements associated with any portion of the drainage system on either of the two private properties. Drainage System Analysis: The condition of the 21" pipe and channel are poor. Accumulated sediment in the channel at the 21"-pipe end combined with flat, to zero pipe slope allow for constant standing water In the pipe. The channel section and low point on the adjacent property were evaluated on March 15, 2007 by a wetland Eclogist, John Altermann of AOA, LLC. The report states that, "borings taken throughout the undeveloped portion of the site revealed non-hydric soils and no wetlands were Identified on the property. Soil saturation was limited to a small cut ditch." The report goes on to say, "Since the open ditch on the site appears to convey entirely artificially collected runoff within an intentionally dug channel through uplands where no channel previously existed, it is my opinion that the ditch should not be regulated as an Aquatic Area by King County. Furthennore, King County GIS mapping shows no wetlands located within over a mile radius of the site. Based on visual observation by LD Engineering, LLC the wet areas do not appear to be a healthy ecosystem. There are associated patches of blackberry, but no additional growth that would indicate a wetland ecosystem. The property owners in the area report the standing water as a breeding area for misquotes in the summer and a public health hazard. The site reconnaissance by drainage engineers, LO Engineering, LLC indicates that the 21"-plpe entering the north side of CB#1 most likely has no associated flow. Based on the 21"-pipe . allgnment, if the pipe were still functioning it would have to cross under the building foundation of the relatively new (Year 1994) Heron Glen condominium development across the street. The 21"-pipe most certainly predates development to the north and since its installation a newer, much deeper (approximately 1 O feet deep) drainage system within the north side of SE 17oth Street intercepts and collects all drainage from areas north of the road. The property owner's report that even during heavy storms, the 21"-pipe to the north does not convey surface flow. During dry periods in the summer, when the standing water in the pipe evaporates, there is 1;1lso no observed flow in the 21"- pipe section from the north, indicating that groundwater doesn't contribute to pipe flow. LD Engineering, LLC Recommendations: We recommend that either the county (if they determine it's their responsibility) or the two property owners directly affected be allowed to remedy the current drainage situation which is perceived by area residences as a nuisance. Both property owners are evaluating their properties for development oftownhomes, consistent with the neighborhood character, but desire to resolve this drainage issue beforehand. A storm manhole located in the "functioning" SE 170th Street drainage system lies directly across the street from CB#1. Nothing needs altered aside from a new, approximate 30-foot long pipe extending from C8#1 to the manhole, which would tight-line all the discussed street drainage from the south side of SE 170th Street to the public street stonn system. However the county sees fit, this work could be a condition of approval at the time of either site development or ... ,,,...,, _t~e_w-J_:._~_0 :_· -~- 0 _. ~- 8 _-_~8_:..:..5_~~A-.... M--_--_· -:_K_J_N ... r_G":_c_o_.~·W:L..,.f_.Dmio~:iioi:_riiill·._·1"~2~riwr_J:ili_111z_111111! From: Cc: Lew, Tom Monday, May 14, 2007 4:46 PM 'leonardo_ difrancesco _ seatHe@yahoo.com' Torkelson, Cindy SUbject: FW: Loranger/Duplex Siles -Drainge complaint not "historical" HI Leonard! It was nice to talk with you again on the phone this afternoon. /1,J, I promised, here are the main poinis that we discussed: The "historical" term I used is in regards to the natural drainage path before the developments on the north side of SE 170 St were built. As indicated on contour maps, stormwater flows north to south across the 2 properties you represent, Flows from the north side of SE 170 st are now intercepted by the storm pipe system and conveyed around your c:lienls' properties. This {along with capping of the culvert) has reduced the flows onto the properties. The old pipe system across your clients' properties is further indication of that natural drainage path. My guess ill that the {previous?) property owners installed the pipes. King County would not construct a pipe system across private property {unless with an easement) nor would King County use 8" pipe. Pipes, ditches, drainage systems, and even natural drainage paths are the m;!lntenanoe responsibility of the property owner. The catch basin (CB) we talked about is'off road right-of-way and is considered part of this private pipe system. King County will not re-locate this CB nor change the pipes to/from it. As part of the development of your c!ienls' properties, you may propose bypassing the off-site flows by making the changes to the CB and pipes, \'IS we discussed. We have stormwater plans, profiles, and calcs/TIRs in our files here in our office for 097874 Heron Glen and 092207 Benson Glen. You are welcome to review this info to assist in your design and analysis. Please call Cindy Torkelson at 206296.8171 to ake an appointment (after lunch in the afternoons). L e know if you have any further questions. Tom Lew 206.296.8327 l=rom: Lew, Tom Sent: Monday, May 14, 2007 8:02 AM To: Torkelson, Cindy SUbject: RE: Loranger/Duplex Sites -Drainge Complaint not "historical" I had talked with Mr. DiFrancesco (an engineer representing the property owners) prior to and after Shawn's field investigation. I .will call him to discuss again. From: Torkelson, Cindy Senti Monday, May 14, 2007 7:49 AM TOI Lew, Tom subject: FW: Loranger/Duplex Sites -Orainge complaint not "historical" · ' this something you were working. From: Leonardo DiFrancesco [mailto:leonardo_difrance.sco_seattle@yahoo.com] Sent: Sunday, May 13, 2007 8;40 PM To: ZZGrp, WLR Stormwater complaints CCI annmed8B8@yahoo.com; chungsony@yahoo.com; JAMES H LORANGER; alkibeachseattle@yahoo.com Subject: Re: Loranaer/Duolex Sites -Drainoe Comolaint not "historic.al" JAN .• _3. 2_008. 8:54AM_KING CO. WLRD, =• r iilillllR-.a11rwNO 844~3441&P p~7 ""'W'"'e""'a"'ppreciate-<="' tlie County tak,ng uni,, to mv=gare OUt <lramag,, "°""'""" B l'a'I~~· issue is one that needs attention. However, three property owners affected by the drainage pro\Jlem would like t<> contest the County finding that the current drainage regime is "historical" and is the responsibility of the prime moperty owners. Property owner, Mr. Robert Lyon and former Soos Creek Water/Sewer District Manger has entation in the form of records and verbal discussions with the County since the 1960's that indicate the CtUretJ.t si.~on of the 18" pipe discharging to private property and "ponding'' with no outlet was conveyed prior to 1982 in an 8" pipe the entire distance to a "proper' location south of the properties, discharging to the Benson Road syst.em and not flooding any private property owners. Mr. Lyon confirmed as I expected that the 18" pipe is capped at the north end and all :flow to the catch basin and private property is runoff from the public SE 17ofu ditch line. It seems that the solution is relatively simple, move the catch basin approximately 4 feet to within the ROW, abandon all 18" CMP pipe sections and cOJJnect to the ''new'' SE 170'di street storm. line within the north side of the s1reet and approximately 15 feet from the proposed cb relocation. As~ the County is unwilling to take responsibility for CO!fectlng the drainage issue, what would be our next step in asking the county to do so? Regards, Leonard ********* Start of text sent********* Drainage & Water Quality Problem Report Fonn Name: Day Phone: Leonard DiFrancesco 206-4126660 206-4126660 Evening Phone: 4.ddress: 105 Harvard Ave E, Suite #106 Seattle WA 98102 E-mail: ld_engineering@yahoo.com Problem Location(if different): Property Information: Parcel#: 2923059026 Address: 10801 SE 170th St,_Renton, WA 98055 Problem Type: drainage Reported Problem Description: Background and Artificial Drainage, Pattern Description: The following drainage analysis was conducted on April 13th, 2007 by drainage engineers, LD Engineering, LLC. The drainage concern for the said property is that runoff from the ditch-line within the ROW on the south side of SE 170th S1reet discharges openJy·onto private·property. Based on the King County GIS mapping, SE 170th Street intercepts drainage from an approximate 1. 71-acre area south of the road and concentrates it within the ditch-line. If the road did not exist, based on the general contour pattern this flow from the area south of the road would not concentrate and flow overland just north of the site. · age System Description: litch-line described above terminates at the said site northeast comer and flow enters a small 6"-diamter, corrugated metal pipe, 3 feet in length, which then discharges to a catch basin's east side (CB#l). Flow then enters a21"--diameter, 54-foot long CMP pipe and discharges to a channel at the southeast site corner. Toe channel travels JAN. 3. 2008 8: 55AM KING CO. WLRD p-ades direct the flow onto the adjacent property to the south. The flow on he adjacent property has no defined channel and terminates with no )tTtlct in a low spot just behind the house. LD Engineering, LLC could not · o.y drainage easements associated with any portion of the dr<---.. _e system on either of tbe two private properties. Dtainage System Analysis: The condition of tbe 21" pipe and channel are poor. Accumulated sedunent in the channel at the 21 "-pipe end combined with flat, to zero pipe slope allow for constant standing water in the pipe. The channel section and low point on the adjacent property were evaluated on March 15, 2007 by a wetland Bclogist, John Altennann of AOA, LLC. The report states that, "borings taken throughout the uo.developed portion of the site revealed non-hydric soils and no wetlands were identified on the property. Soil saturation was limited to a small cut ditch." The report goes on to say, "Since the open ditch on the site appears to convey entirely artificially collected TIIJlOff within an intentionally dug channel through uplands where no cbaooel previously existed, it is my opinion that the ditch should not be regulated as an Aquatic Area by King. County. Furthermore, King County GIS mapping shows no wetlands located within over a mile radius of the site. Based on visual observation by LD Engineering, LLC the wet areas do not appear to be a healthy ecosystem. There are associated patches of blackberry, but no additional growth that would indicate a wetland ecosystem. The property owners in the area report the standing water as a breeding area for misquotes in the --er and a public health hazard. The site reconnaissance by drainage ~. iei:s, LD Engineering, LLC indicates that the 21" -pipe entering the north side of CB#l most likely has no associated flow. Based on the 21 "-pipe alignment, if the pipe we.re still functioning it would have t.o cross under the building foundation of the relatively new (Year 1994) Heron Glen condominium development across the street The 21"-pipe most certainly predates development to the north and since its installation a newer, much deeper (approximately 10 feet deep) drainage system within the north side of SE 170th Street intercepts and collects all drainage from areas north of the road. The property owner's report that even during heavy stonns, the 21 "-pipe to the north does not convey surface flow. During (lry periods in the summer, when the standing water in the pipe evaporates, there is also no observed flow in the 21"-pipe section from the north, indicating that groundwater doesn't contribute to pipe flow. LD Engineering, LLC Recommendations: We recommend that either the county (if they determine it's their responsibility) or the two property owners directly affected be allowed to remedy the current drainage situation which is perceived by area residences as a nuisance. Both property owners are evaluating their properties for development of townhomes, consistent with the neighborhood r,baracter, but desire to resolve this drainage issue beforehand. A stonn .ole located in the "functioning" SE 170th Street drainage system L.w~ ..irectly across the street from CB#l. Nothing needs altered aside from a new, approximate 3Q..foot long pipe extending from CB#l to the manhole, which would tight•line all the discussed street drainage from the south side of SE 170th Street to the public street storm system. However the county sees fit, this work could be a condition of approval at ,,1 ,! ___ --L' -·~,. --_!..__ ..1_._,..,_..__....+ r.'l"'rt'\'llP"f"~ !:li~ SI rfl"R1tlB.Q"8 }terr} to be JAN. 3. 2008 8:55AM KING CO. WLRD 'lease let us know if we may be of any assistance. ~eonard DiFrancesco )esign Engineer :D Engineering, LLC uonymous status: Anonyminity is not required for this submission. ::b>Notifica.tion</b> status: Notify before investigating l'hank you for submitting your drainage related complaint/inquily nfomuuion to the King County Drainage Services Section. Drainage Services naff will evaluate your request and will contact you regarding the rtatus of your request. Return contact is usually made within 5 business jays, except during large stonn events when requests must be ;ni.oritized. If you do not hear back from us llJ. a timely manner, please call :he Drainage Services Section staff at (206) 296-1900 to request the ltatus of you complainf/mquily. ~*******"'End of text sent U*-****** Posted on "04/18/2007" at "03: I SAM" r at DiFrancesco, M.S., P.E. LlJ 111ineering, LLC · 105 Harvard Ave E, Suite#I06 Seattle, WA 98102 (Te1s)C206.4I2.6660 H206.709.0503 F206.709.7776 The fish are biting. Get more visitors on your site using Yahoo! Search Marketing. JAN. 3. 2008 8: 55A PURPOSE: KING CO. WLRD· ·· • LEVEL 2 REPORT OFF-SITE ANALYSIS BENSON HOMES The purpose of this report is to provide the drainage analysis of the off-site drainage conveyance system for those flow diversions approved under SWM Variance No. S91Wl38 and the hearing examiner's recommendation No. 17 in his May 1, 1992, approval of the preliminary plat of Meadow Glen (Benson Homes), project No. S90P0107. An existing drainage problem exists off-site, from storm "flows, near the Renton Fire Station along Benson Road. '.fhis natural drainage conveys storm water from about 1.3 acres of the site plus. about Z acres of upstream adjacent lands and conveys the flow under SE 170th Street in an 18 CMP, and outfalls into a natural drainage swale behind private residences where the flows appear to sheet flow towards the private residences and the Fire Station. Some of the drainage infiltrates and the remainder ponds behind the residences near the Fire Station. There appears to be no direct outlet ~o a developed drainage system. To.help alleviate this existing drainage problem not created by this project, the developer proposes to redirect flows from this project along 170th Street westerly to Benson Road (108th Avenue SE) in a 12" storm drain tight Jjne. Due to· required project biofiltration which wovld provide the water quality function after the required retention/detention, the storm drain lines are at least six feet deep. This liepth requires that the· existing 12" storm drainage line in Benson Road be deepened from SW · 110th Street to about 300 feet south (near the fire station). The Level 2 Analysis shows that a new 12" storm drain tight line is required from the pioject site boundary westerly along SE 170th Street to 108th Avenue SE to tie into an existing storm drainage conveyance system. Due to the shallow depth of the existing 12" CMP in Benson, the existing line will be replaced by about 350 feet of 18" RCP from a new catch basin at SE 170th and then tie into an existing catch basm near the fire station. The pipe depth would be about 9 feet deep at SE 170th Street and 5 feet deep near the fire station. Slope of ~e RCP is about 0.0124 or 4--1/2 feet in 350 feet Hydrological and hydraulic calculations are attached to support tl:le design of the new pipe and to show upstream flow contribution. Drainage releases for the flow diversions have. been obtained and are included in the Technical Information Report ('CTR). '!-Tt w ... ~ JAN. 3. 2008 8: 56AM KING CO. WLRD NO. 8434 P. 21 ,...,1.,,. ,_, M11.\dnw r.tan ·----~-------~ ... -1-c-,-11;U:.-5110 PO~Oi -- '••i•c; •ddroH: 10950 SE 170tb Street 1--------'--;c...._.:...-.,. ~·-·-·· ·-·-...... -----·-----------·· ,ppll..,,,,t/Dtal;n Er,gl-r ·-Nate Brown .... --···-·-·--------------------1---·-~·---·--,--.....~------! ,1,,. ~-= ~"'' __ --'P'""M._-'!t:f!._ ~.l4:iJ.eel:'il\g, I!\e, June Z6, 1991 --Phone, 6100 Soutbc•utar Blvd., Suit• 100 Z06-Z4J-7 ll2 1--------------·--· .. ··--.. ·-····---------CJ ttt"~ St•tt, ti? IALZl En;lrMNt",/tJtalYICtr Jnftt.b ___ !!.•.Ht•• W_!..98188 ---·--------' Il1'81'JU7C!'?IOJIS TO ~JJ'Z.:teu'?/»IS%Gl1 lliG:tn!Rz . """ be our••• f..,tudo ,11 pl.,.., 1k,,..,.., ~otoo .....i -•lllcll _, '"'"' f~ ,_t••• ,...,,.,...., •-1d.,.1t1 .... of )'tllP ... 1,,..e r"'l"fft. Fofluto lo p...,IN ill po,if,...., lllf-flllft 111~ rt1ulr ia 6etay.4 p-9ofn9 •• ""ltl ol ~°"'r rocp,ot. l'-«nse 11•l1 '12ft ("91/!I< ,rd 1pc\fgolo fn 10th• llllldf.,. •nd ~and il4'<ol""'*" Ohll1fon IILl~D), ~-oi1t/,llbo'lvfoien P....,f eou.i:.,.., at D,tpolrtt• Ptu, 11\lHclll!f, ;1,100 • t:5'6rll l'l,ce SE, lollowe IIA, 98006·1~00, DISCRIPTtOM 01 ~CE ltl!IQ'l1EST; lecoutiug surface tunoff as it flowu south to existing atonv eystem within 108th Avenue with iia~r~vemant of S! 170th Street A~PLICA9~B SZC'l'IOX(8) or 8'1Nt1Aa~S1 Sec~ion 1.2.1 ,f't7STIJ'Ie.l'!I01'; Surfac" ;,ate,; flo'w across the area of oub-basin A-1 (IJe"-"Level One Oowiollltream Repcrt")1 which will be developed into SE liOth Street,ia of ,uch an 1n,ignificant nature that analysis, preservatioc a~d provision of special drainage facilities wil; not be feaa1ble. The JaOra direct and sensible approach, that of collecting e~ist1ng surfsca vceer runoff in the new drainage facilitie& along the new road, is beneficial ov•rall t~ the ra&ide~ts ecuth of the Qubje~t pTOptrty, CovJ~~I ;i-1 '•j C.C1'1 c."'I' 1 -;.,. ZT'V\ S , SUS DIVISIONS: '6'11U0{3~ .__ JAN. 3.2008 8:56AM -·~--.... ---. ' KING CO. WlRD· ,-. . . : . . . ~ ;;.:.i:i'..W!le. .. .•.• •• "l':!'~(· ~:~ ..... ~., •• ,.~·,):• •• ..!I.,,)! •• •• • '••"Woif_' ::."' ... ':.~"'-·t .,-. . . ~ ···.:. ,·-'t•!'I.~ , '.'··.,. ,:l"AUgul!lt 26, 1991 ,:;:;::-:~ ,.J !~ v~f~~~"~ ~o~~~~~~13.§ ;J J;Jtl , ;r.::::. · c;ca1 t o t 1.a ; (i· v Er. .... ·!;;:" · 1, The applioe.nt: is :raqt.tired to obtain draine.9e releases fX"om all downstream property owneJ:"s affected by the proposed diversion f:om the point Qf diveri;-ence to the point of oonve.X"~anoe for all dt'ainage courses i~pacted by the proposed divers1o~. The releases ahall be reviewed and approved :by BALD t>ivision statf prior tci engineering-plan approval, . -·. 2, The applioant'& engineer shall provide a level 2 ane.lysis ae detailec! in the 1990 Surface water Design Manual for the post- dev~lopment flow diversion route, to include at a mini.mwn o~ l/4 mile downstream. 'I'he conveyance c:apacity of the downstream pipe l!lystem muet 1M in complianee with section 1,2,4 core Requirement 4: Conveyance system Siain9. Where inadequate capacity i&1 del!iOnstra.ted uncler post development flow· rates, the 1tpplicant ·shall be :required tci provid•. ·mitiga1;ii:m which may ini:;lude one or both ot the following: upgrading of the conveyance system and/or: reduction in R/'J release rate~ for the design ator:ni, to comply.with section 1.2.4 eonveyence criteri~. .... e PROJECl' !iAQ; MeadQw Glenn PRQJIC'l' !roMBl:R: S90P0107 V~IANCS mnmn: S91V013S ~o: ·SWM variance comm!ttae Augu11t 20, 1991 ---!'ROH: Joe JU.l••• Suporvi11or ~gin.ffing Review Onit,~ .•. ......;:__ ... -·- ISSUE: .Rclqueating a variance for cU.ven.l.on az:owtd dciwnst:l'ellJII prope.rti•• t~ elev&te known d~-wnstreaa proble:me. f:tNDilf'-8: The proposal i• to r;a:coute tlowa wi':hin County Jtight•o!- Way vhich ahculd provide relief to aown•trea: propertiea currently. experiencin9 tloo<ting problem•, • ltelea•-!rom downstream properties will be roqu.!red. for the p~oposed diversion, , • IVD and :t,io!iltration 1:1hould be provided p,er standard c:r.iteria. • Tha capacity ot the dewnatrHJ1 •ratu ahould 'be demonstrated throu9h a Level 2 enalylilia. It ~• Level 2 analysia demo~trataa c;4pec~ty probla.;a th• dotention ptandarda •hall be adjustad aoCGrdingly. BALD (ltR.U) lt•oollllUndlltion•: ccnditicme.l approval. awiject ti:, the •~tiatactoi:y cQ111Pleticn c! th• above tindings._ I• ·- st --v -· --·----·---- l ' I 1·: . i • :t .: . .., "i.i N·'llf ,-: ,,; --"~--- r;f VJ Ji~ ,~ ~·. : ii I ---· ... r . I r, '\-7. 1·1 . 1·' . + . J I f 1 I el i ~ .i, ~l!i···,z,- .~~ .. --.. · .. : i'. "'<·ii',·, ·~ • 11 . \1 00"111 lWi,·~ • ' ~ ~ . • ; ; i .\_\\. JM, Lq, LUU~ 1:,1111141m,,~rnu cU. WLKUlU<A..NVLANDKESOURCESUIVISiiNU. tl/'j ~. II/IL \ ··. DRAINAGE INVESTIGATION REPORT • ~-INVESTIGATION REQUEST Type C --:: PROBLEM:~ i./ trl-' "'riv n-CEIVEDBY: lA.; • Date:. OK'd b : -L FILE NO (Eve) ~< _ __,} N=-~~A~ . PH~ +'tt:?f'~ ADDRESs:jdii ~Jjolh.. &--r CityjjJ,.a~ ~~tatec..__ Zipfwtl. LoCATION OF PROBLEM, IF DIFFERENT: , 701 q Im 'h rJ»e, se Parcel No~OJi, Kroll~ Th.Bros: NewkJ5f>/)J RDP Basin (!/...K Council District (5: City ___ Charge No. ______ _ REsPONSE: Citizen notified on by: __ phone __ letter __ in person ij-']()-07 NO ~r;/ v,.,o/Mt-w/..~ Pffl--JJ5 ~. Lj-J... "!r o"7 fa;,l,!-6-. w /-::M·,v,/z.S" vr.,,J:,/r Mif..r (J)<.I 'Y/ef A, 7 8t10 r,1,v, t.(-z..s-o 7 l\1U--l,..) /-:J"&,,6-$ 5-i-o, 9-pc,k.'"-'/ crAww, DISPOSmON: Turned to _ on / / by __ . OR: No further action recommended because: __ Lead agency has been notified: ________________________ _ __ Problem has been corrected. _ No problem has been identified. _ Prior investigation addresses problem: SEE FILE# --- ../ Private problem. NDAP will not consider because: (.i,'6tlvcefl Ht/l.t.JJ C'( f'l/1//> (lt/it<Je"i..S -ro A ()tJ/lu >>, __ Water originates on site and/ or on neighboring parcel. _Other (Specify): CLOSED: ~ I i I / 0 I By: Tl J !JfD fcvv11ll0 ®4 ' KlNG 1COUNTY WLKU Department of Natural Resolll'Ces FlLENO. NAME I LI IL Water and Land Resource Division -=~,._,_.'-'-''-="'-TBPAGE DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION ---'='-'-DATE KROLLPAGE MAINT. DIVISION INITIALS. SAB ll:ETAILS OF lNVE$1lGATlON: Met with James to investigate his report of a pipe that outlets onto his property. Investigation NTS reveals a CB on the south side of SE 1701h ST abutting the property owned by Ariel Cruz (#10801 SE 170th ST) who was also present. This CB appears to catch flows from the south side of SE 170th ST from 108th AVE SE to 109th PL SE and the runoff from a few properties. The CB outlets into a 18" CMP pipe which flows to the south through Ariel property and into a wide shallow ditch which flows southwest. This ditch terminates at James' side yard and sheet flows through his back yard causing a large puddle during rainy periods. The CB also has a 18" CMP entering it from the north which has apparently been blocked during the construction of the apartments on the north side of SE 170th ST. Both James and Ariel plan to develop their properties and would like the CB to flow to the north into the system on the north side of SE 170th ST that eventually drains south down 1081h AVE SE keeping the stormwater off their properties .. SKETCH: .... .,, .... ·"" ...... ,,.~ ~~ . ;!~ ,r,fP'°' ·-..-~... .... ...... ,., ~ k"' 1------------------------------- .. I --------~--- L ___ l I --~ . -' I " ' I --~---~--' I f--..-----I ----------1------:..- c:\documents and settings\sbergrud\my documents\ J Altmann Oliver Associates, LLC AOA PO Bo}.: 57S Cttrn:ttinn, \\:.\ ~SO 14 Fax (42!i) 3!-n-45U9 Environn1ental March 15, 2007 Marci Maehren c/o Dale Meyers 17101 1561h Ave. SE Renton, WA 98058 /1 Planning& Landscape Architecture AOA-3485 SUBJECT: Wetland/Stream Reconnaissance for Parcel 292305-9026, 10801/10803 SE 1701" Street, King County Dear Marci: On March 14, 2007 I conducted a wetland and stream reconnaissance on the subject property utilizing the Washington State Wetlands Identification and Delineation Manual (1997). The western portion of the site is currently developed with an existing duplex. The eastern portion of the property is undeveloped and consisted primarily of a mowed lawn with scattered patches of Himalayan blackberry (Rubus disco/of). Borings taken throughout the undeveloped portion of the site revealed non-hydric soils and no wetlands were identified on the property. Soil saturation was limited to a small cut ditch in the southeastern corner of the property. This ditch appeared (but was not confirmed) to convey runoff collected from: 1) a bioswale located on the Heron Glen Condominium site on the north side of SE 170th Street, 2) catchbasins within SE 170tt1 Street, and 3) a catch basin located in the lawn within the northeastern corner of the site. A small trickle of runoff was observed draining from east to west within the open ditch at the time of the site visit. This runoff drains onto the property to the south (no access obtained) and is likely either piped or seeps into what appears to be a small pond located behind the house in the southern portion of Parcel 292305-9028. Since the open ditch on the site appears to convey entirely artificially collected runoff within an intentionally dug channel through uplands where no channel previously /? existed, it is my opinion that the ditch should not be regulated as an Aquatic Area by ' f King County. However, this determination should be verified by the County. , Marci Maehren March 15, 2007 Page2 If you have any questions regarding the reconnaissance, please call me at (425) 333- 4535. Sincerely, ALTMANN OLIVER ASSOCIATES, LLC 't-~ John Altmann Ecologist ,calved from: , (Please prlrrt plainly for soan~ln;), •• (Day) ~. :JI ]l"i't\l \ I G Type __ _ {6,le) NAME:· Tub l ~ fv\l_tlW-,tf s,,\r:. ADDRESS: ~ ']01-i-. W':J*' Rr;-&, ~ 5£;:. Loca~on of !)rob!sm, If different: PHONE -~ I -B~'"7D • Crry:~· B~ /Z-OADS ~s( t9. t _},.$' flSP11Vo-Z,,f I Lot No: // State\.M '\ Block No: J. Other agencies Involved: No .Field Investigation Needed __ _ Parcel No. (XJ8 7()00~ OS 1<ro11 tc. o I w Th.Bros: New t,5{, t> G,. · Old "/I J:3 Basin BLK Councll Dist C:, Charge No:. ____ _ RESPONSE: Citizen notified on I by l..::::'Phone _ letter _ In person 1ifl<<t'tJ .ro .. 'l?K. l11D(pffT/f/Vf.,/ f)P1..11-1,,n•I.) /ft)#l)J Wt"-<.. Mt<r' ~..,. ~~ Tfl<S IJ,Vp 4'1Yf' lftM.., tf.0/11) .DlV .,, ?F DISPOSlTION: Turned to ___ . on . by___ OR: No further action recommended becaus1 _K'Lead agency has been notified: ~,A-':) /J'k-, if Dz J 4=: _ Problem has been corrected. _ No problem has been identified. _ Prior investigation addresses problern _ Private pro!:>fem -NDAP wil{ no: consider because: · · _ Water originates onslte and/or on neighboring parcel _. Location}s outside SWM ~}}}ea. . . CATE CLOSED: / / 2o/f.J.l. by: -/r./ . {I. . . /,,(/f1j,€il) . Se• file# • _-_Other(Specffy): . I JM. L~. LVVO I: ~VAWI ~111~ i.,V. \'ILKV NO. 8 753 Complaint 97-0088 Midgett Investigated by Pat Simmons on 01/16/976 I visited the site and talked with Mr. Midgett about the erosion that was occurring at the edge of the roadway. The runoff from the shoulder of the road and his neighbors driveway was eroding a channel in fue shoulder of the road where the driveway to the Midgett residence is located. The flows had created a cfuch that was 2·3 inches deep and about I foot across. This was causing problems when driving his car into the driveway. Mr. Midgett had talked to sonieone(Manny) from roads and about the problem and they were going to put some large gravel in the ditch to allow easy access to the driveway. 105thAveSE Erosion of Driveway I 12" cone Pipe Midgett 17012 Open Ditch ' 1 j j ! vMII, LO, LVVO t:JVHIVt"'--~rn~ i,U, WLKu·-···· .. --·-·-·-v~~ .. ~~v-... ~·N(J, S/'J3 P. 5/12 1 \ '--,-,.J,oo DRAINAGE INvESTIGATION REPORT PROBLEM: I re e J a. M ..... }SI: Page 1: INvEsTIGATIONREQUEST Type !=' (_, R- RECEIVEDBY: 1-lfll..lC.oc.~ Date· I ji.:.,joo OK'~ by: ~FILE No.~ I -,eceived from: NAME: C'RDGl(f:.t2-J MR' ADDRESS: 2 210 I . 1 'Z 3r~ A\J~ Location of problem, if different: (Day) c253 > (Eve) ,,s.?) PHONE <;Z3,3 -q,'3,7'7 6 '$6-"3,3gg S-E: City_,._,k...,1'-..,_N.,_..Y'----State. __ Zip r? ()Jo 'Z. ReportedProbkm: CALLFIRST [I (WouldLikeToBePresent) SeJoJD CL.t'tr,.,., .FOlt:.M- Soltv-e +vt:.e~ "-~ f~-(bV\ <J,A., +etttc.e aJ o+herj fMd,.,~ f-4// IV\ ~av-.f'vtvv-..e.-. fru>s frla'J ~-e_ G n S" w w'\ f t?.>~ r~ (r • f" d-e tA _), i+ ct= i ~ -/-~ r tJ ~ o"" > l,.J vtA f rop , ( s::e.B C 4, /2 , J 0ot044, t P'atname:~~ ~ er agencies involved: 77'!,A -en 70 Parcel No. 21274-(l)QIOD LotNoµe,A-Block No: No field investigation required. __ Kroll 6(5"(;, Th.Bros: New~ P& Old ..:ftl e,8 Basin ,<;;, Council District ...E_ Charge No. _______ _ RESPONSE: Citizen notified on / • 3J • o o by: --2...,. phone letter __ in person ,.L.:r Co"'f~-,,~,q:.)v'f" kNot.\J J12c(:'S WGi!eG t:),J I-I/S ,P,<'af'"!rfl!1 )' /Jr-'I> OH "IJ1rH1tJ t'o,-iJUr'I 'fi'(ri-c.r. f'jr!?tf'~ w,:.,e(J ~(fr"PV~I) jjy Cou,.,7Y,, Ct., 05 C::,D • DISPOSITION: Turned to _ on _ _,_I --'I....:..• _ by:__ OR: No further action reconunended because: Lead agency has been notified: · ~ Problem has been corrected. __ No problem has been identified. __ Prior investigation addresses problem: Si;;i;:Fn.E# . __ Private problem -NDAP will not consider because: __ Water originates onsite and/or on neighboring parcel. • Location is outside WLRD S~a: __ Other (Specify): -··-E CLOSED: 2 I J-.1 CJCJ By: '\#SO ,f~gc1<rr,d KING CoUNTY Department of Natural Resources Water and Land Resource Division DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION F!LE. No. 00-00 .NO. B t,3 P. 6/ 12 NAME MR CROCKER ADDRESS 22101 -123RD AV PHONE 630-3388 Kll.OLL PAOB 61 SW MAINT. PIVlSION _3 _ INIDALS-MAM DETAILS OF INVESTIGATION; ~ SITE VISIT ON 1-20•00. TREES ON COUNTY PROPERTY FELL ON FENCE. INVESTIGATION FOUND THE THE PROPeRTY AT 22101 -123RD AVE sE HAD soME FENcE DAMAGE FROM A TREE N WHICH FELL ONTO THE PROPERTY. TREES HAVE BEEN CUT ANO REMOVED. IN TALKING WITH THE PROPERTY OWNER HE . INDICATED >!E WOULD LIKE A CLAIM FORM FOR THE DAMAC.ES. HE ALSO EXPRESS CONCERN WITli OTtlER TRE5S. UPON NTS FURTHER INVESTIGATION IT WAS FOUND TRoES WEF\5 ON COMPLAINANT'S PROPEITTY AND NOT ON COUNTY PROPERTY. TREES MAY liAVE BEEN WITHIN A DRAINME EASEMENT THE COUNTY HAS ON Ti-iE COMPI..AJNANT'S PROPERTY, BUT WOULD STILL BE HIS RESPONSABlLlTY TO HAVE REMOVED. PHOTO TAKEN# 1 LOOKING AT PROPERTY 22101 -123RD AVE SE NEXT TO COUNTY TRACT. SKETCH: I I I I T El:S • • M ........ x-:o::->(-)(-,c. R lov LI~· WOODEN FENCE I I ] X I X I X I HOOSE 22101 x--x-x-x-x->: I TRACTIA I I 1 RID FACILITY I 090467 1 \. SE 221ST ST vnrY,!"t,lVVU /,)!fllYI I\ J IHA VV, HL 1\V ·--------·--r~v. UfJJ r. fl IL DRAINAGE INVESTIGATION REPORT Type (_ PROBLEM: Dfl.AIIJ)G{ INVESTIGATION REQUEST RECENEDBY: ~eived from: Tl l<C Wes Date: f2-e, 1 /oG C,,,t,,frtAt~ T ' 6~ OK' d by: TL FILE No. 2006 .f:t/7o ca.(.., (-/,,,w,: ~ NAME: (< YM Ki1voSH,t TA ('6ay) (7..0h ffe1 t'ffi'e) ~ PHONE 'l 7 t, -& 'f ZL)f-0 ~~ ADoREss: ( 702, 7. -!OS Ave Se City ~ State Zip 9iQ.5'::S-- LOCATION OF PROBLEM, IF DIFFERENT: Access Permission Granted D d Like To Be Present) E ll!Ille: Lot No: · . BlockNo: L'f Z.3 S- 1;/.; -S---T--R-Parcel No. 008700-t2IJ7 Krollw../.-Th.Bros: New GS(, "D(r; _ 07 RDP Basin /!;>LJ< Council District 0 City Charge No .. ______ _ REsPONSE: Citizen notified on ------by: __ phone __ letter _K__ in ~son 6-2.b-o(,:;;, t#-r V'-"G6 fol_ P.,,p-J-· 7-(D•Ob ,u/,,,j,-, ""7 ty!M . DISPOSITION: · Turned to on _ _,_/ _.,_I_ by __ OR: No fw-ther action recommended because: _ Lead agency has been notified:. ______________________ _ _ Problem has been corrected. _ No problem has been identified. __ Prior investigation addresses problem: SEE FILE# __ _ 1 Private problem· NDAP will not consider because: T/'.NATE rR•l'O:,T'( (f$tl(f. N/J IM.fl,c r fl.lt1(rr> KC fAC"rrrrr __ Water originates onsite and/or on neighboring parcel. : CLOSED: 7 t 7-0 I Ofo By: TL. __ Other (Specify): GA.If( TA J Mtl)( ~Ttl)t,j 1/JFO. q, 52,. (ij}' LKING1~CQIJNT\'nLKU Department ofNatural Resources Water and Land Resource Division DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION DETAll.'l OF INVESTIGATION: FlLJ;: NO. IVV. b 11tfl b/ I L __ --1 NAME K m Kinoshita ADDRESS 17022105th AVE SE PHONE 206-972-6894 TBPAGE 65606 KROU.PA.GE 601 DATE 7-10-06 MAJNT,DMSXON 4 INITIALS· $AB NTS 7-10-06 met Kym on site to provide technical assistance with the drainage issue between her and the neighbor to the south. According to Kym her backyard prior to the recent landscaping had drained to a ditch between the properties. Now that the landscaping is complete the neighbor feels that she has caused a flooding issue on his property. I explained that this was a private property issue between her and the neighbor. I gave her some technical assistance and left the mediation flyer. SKETCH: -=--jl-· ---r=:::. ;-+® ! I r !' ' I . ~ ' ' l I / I ! I / I ! I \ I Task 3. Field Inspection LD Engineering, LLC performed a field reconnaissance on April 9, 2007 to conduct field observations and report any substantive issues with regard to the downstream conditions. The weather was overcast and approximately 60-degrees. Our reconnaissance included inspection of the downstream pipe/ditch network for a distance in excess of Y. mile. For the assessment refer to the Exhibits A3 & A4 (Task 1 Section) "Level I Downstream Analysis Maps" and Exhibit I (this section) "Off-site Analysis Drainage System Table Surface Water Design Manual, Core Requirement #2". OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Basin: Black River Snbbasin Name: Duwamish -Green River fJ;~~~:f~ijp 1-2 I Existing Site Flow Path -I asphalt I 1.5 I -I None I None Duplex roof drain discharge to asphalt driveway, 51 ' sheet flow 2-C I Existing Site Flow Path -1 'pipe cover 1.94 -None None northwest site corner cb to cb in north side of SE 17dh St., 38'of12" PEpipe Subbasin Number: 9 I No problems observed Catch Basin (CB) appears to be in good condition and well maintained. ' 3-A I Proposed Site Flow Path -2' cover 1% None None Catch Basin I System is proposed roof to 123' of 4" min. (CB) is perforatged PVC drain proposed A-B I Site discharge to proposed 2.84' pipe 0.50 O' -28' None None I Catch Basin (CB) is proposed 12" PE pipe (CB-I) in I cover south side of SE 170'h St. I I I B-C I 12" PE pipe in conveyance 4.85' pipe 1.00 28'-I None I None I Catch Basin (CB) appears to be in ~ © ' 98-4\inB04 J\ C-D D-E E-F F-G G-H H-I I-J J-K 98-4\inB04 system in north side of SE 170th St 12" PE pipe in north side of SE 170th St to conveyance system in east side of I 08th Ave SE 18" PE pipe conveyance system in east side of 108th Ave SE 172' · 18" PE pipe convey sys in east side1081h Ave SE 23' · 18" PE pipe conveyance sys in east side108th Ave SE 86' · 18" PE pipe conveyance sys in east side 108th Ave SE 214' · 18" PE pipe conveyance sys in east sidel08th Ave SE 80' · 18" CP conveyance sys in east side 108th Ave SE 80' · 18" CP conveyance sys crossing to west side of ..S) .J.. (i' cover 7.60' pipe cover 10.80' pipe cover 5.10' pipe cover 4.95' pipe cover 2.90' pipe cover 2.96' pipe cover 2.61' pipe cover 8.50' pipe cover 177.8' good condition and well maintained. 0.44 177.8'-None None Catch Basin (CB) appears to be in 246.6' good condition and well maintained. 0.53 246.6' -None None Storm Drainage Manhole (SDMH) 372.4' appears to be in good condition and well maintained. 0.50 372.4' -None None CB's appear to be in good condition 544' and well maintained. 6.5 544'-None None CB' s appear to be in good condition 567' and well maintained. 1.0 567'-None None CB' s appear to be in good condition 653' and well maintained. 1.1 653'-None None CB' s appear to be in good condition 867' and well maintained. 9.34 867'-None None CB' s appear to be in good condition 947' and well maintained. 1.94 947'-None None CB's appear to be in good condition 1027' and well maintained. @ K-H .,S} ' ~ 98-4\inB04 108'" Ave SE & discharging to open channel 714' -5' deep X 6' wide Channel banks channel heavily overgrown with briars -4.5 1027'-None None Channel follows the east side of 1741' 108th Ave SE, then heads west and down the hillside. Channel is weJI- defined & doesn't appear to top it's banks © Task 4. Drainage System Description and Problem Descriptions Drainage System Descriptions: 1) Location & Overview The site is located within the urban growth area of unincorporated King County of the Duwamish-Green River Watershed and located just downgrade of the ridgeline that defines the drainage basin in the Benson Hill vicinity. Exhibit J, "USGS Site Location Map" shows the site in relation to the ridgeline and other features. The site is known to be listed in a "Conservation Flow Control Area". 2) Physical Description On-site Flow Paths Existing site impervious ( duplex and associated driveways/parking area) sheet flows 51 If (linear feet) to an existing cb (Type I) located at the site northwest corner. The remainder of the site is flat and grassed with drainage either infiltrating or sheet flowing to the north or south. Flow from the northwest cb is conveyed in a 12" PE pipe, 38 lfto the north side of SE 170th Street and enters a cb (Type I) which is part of the conveyance system running from east to west in SE 1701h Street and is discussed further below. The proposed site impervious roof runoff will be directed via 4" perforated drains 123 If to a proposed cb in the low point of SE l 70'h Street. The flow paths for the fre-and post- developed conditions meet 177 If downstream of the proposed cb in SE 170 Street within an existing cb in the SE 1701h Street conveyance system running along the north side of the street. Downstream System Site discharge at Point A (refer to Exhibit Al, Section Task 1) is directed to an offsite proposed catch basin (Type I) located at a low point on the south side of SE 170th Street. A proposed 12" PE pipe will convey drainage 28 lfto an existing cb (Type I) which is part of the existing 12" PE pipe conveyance system within the north side of SE 170th Street. Drainage is conveyed west 150 lfto a downstream cb (Type I) and then 69 lfto a 48"-manhole (Type II) at the intersection of SE 170th St and Benson Ave South. An 18" PE pipe conveys drainage 126 If south in a system running along the east side of Benson Ave South to a 48" -manhole (Type II). The drainage then continues south 172 lfto a 36"-manhole (Type II), 23 lfto a cb (Type I), 86 lfto a cb (Type I) and 214 lfto a 36"- manhole (Type II). The 18" PE pipe then transitions to an 18" concrete pipe for 80 lfto a 48"-manhole (Type II). Flow is then conveyed 80 lfto the west side of Benson Road South and discharges to a 5' deep x 6' wide channel running to the southwest for at least 714 If where the downstream is over V.-mile distance from the site. The channel is heavily overgrown with briars, but appears to be in good condition with much capacity and slope. Flow does not appear to ever exceed the channel banks. Upstream Description The upstream description is quite lengthy and therefore has been given its own sub- section and the end of this Task section. 3) Problems There are no drainage problems in the existing site condition. In the proposed condition the site proposes BMP measures that will minimize impact to the downstream. The project proposes to only reroute offsite drainage in a new pipe to the same discharge location as in the existing condition, as discussed further below. 4) Field Observations Visual reconnaissance of downstream properties or the downstream system revealed no indication of scour, flooding, plugged culverts, overtopping or general drainage problems. Our conclusions are: (1) Continued maintenance of the existing public storm drains is important to prevent future flooding. (2) Meeting the storm water flow control requirement BMP's should effectively mitigate impacts from the proposed development. Problem Descriptions: There are no existing or potential problems. Upstream Description and Analysis: The following is an analysis of the upstream condition. Exhibit B, Section Task 1, "Upstream Area Map" delineates the I. 76-acre upstream area which contributes runoff to the ditch line along the south side of SE 170th Street. The upstream drainage area consists of roof, yard and driveway runoff from approximately four ( 4) upstream residences. The flow contributed by the upstream area is estimated to be 0.53 cfs for the 100-year storm per the calculations presented in Exhibit JI, this section. Currently, this drainage collects at the existing inlet located in the northeast site comer. The drainage is then conveyed south by an existing 21" CMP pipe, discharging at the toe of slope which defines the adjacent property to the south. The runoff travels approximately 87 If at the toe of slope where it encounters a retaining wall then has no defined course and sheets over the adjacent property, collecting during the wet season in a low spot just behind the house. There is no flow during dry periods. LD Engineering, LLC could not locate any drainage easements associated with any portion of the drainage system on either of the two private properties. The condition of the 21" pipe and channel are poor. The 21" pipe has reverse slope at - 0.50%, promoting standing water and consequently much accumulated sediment, which in turn creates more standing water. The three property owners bordering the pipe-ditch system report that the standing water is a nuisance. The site reconnaissance indicates that the 18"-pipe entering the north side of the cb has no associated flow as it is an abandoned stub, most likely abandoned in the year of 1994 with development of the Heron Glen Condominium across the street on the north side of SE 170th Street. Therefore, it is suspected that the 18-and 21-inch pipes are what remain of a larger abandoned system that predates the development to the north. Since the abandonment of the original system the newer drainage system within the north side of SE 170th Street intercepts and collects all drainage from areas north of the road which would have previously discharged to what remains of the antiquated system. The adjacent property owner to the east and long time resident, Robert Lyon confirmed that the above analysis is accurate. Even though the proposed drainage plan does not alter the discharge point, this option is not the preference of any of the adjacent property owners. We recommend tying proposed Area Drain#! (the new collection point for the offsite runoff) to proposed CB#! which would redirect the upstream public street drainage back to the street system rather than onto private properties. Pipe capacity calculations presented in Exhibit K, this section show that the proposed 12" pipe capacity is more than sufficient to pass the 25- year storm of the upstream and developed project areas. However, again the drainage plan does not propose to alter to the current discharge location and only reroutes the drainage in a new pipe in order to provide adequate offset to the proposed units. Hence, should the County establish a reason not to allow the "fixing" of the drainage system as recommended this development would not be consequently impacted. Should the adjacent property owner to the south develop the offsite drainage would be directed through the property to the storm drainage system within 108th Ave SE, approximately 344 If downstream of the recommended discharge location. Allowing the drainage to be directed to CB#! would prevent having to have private systems bypassing public storm water that would ultimately end up back in the public system. Therefore, intercepting the drainage and directing it to the public system upstream of private properties is the most effective and efficient solution and is the desire of the property owners as well as the county in the past as discussed further below. The history of the offsite drainage onto private properties is provided within the following two attached drainage complaints at the end of this section: 2006-0068 Parcel#: 2923059144 This complaint provided below was issued by the upstream neighbor to the east, Robert Lyons. 2007-0271 Parcel#: 2923059028 This complaint provided below was issued by the property owner(s) of this project. The drainage complaints both concern the offsite water from the drainage ditch of SE 170th Street flowing onto private properties. As part of Robert Lyon's complaint a Level 2 Offsite Analysis from the Benson Homes Development is included. The drainage system in the north side of SE 170th Street was constructed in 1991 as a King County condition of the Benson Homes Development. The system was required to intercept the public, offsite drainage going onto the private properties as discussed above. The drainage from the north side of SE 170th Street was succesfully intercepted, however the south side ditchline of SE 170th Street was not addressed and contiunes to be a source of public discharge onto the private properties. Per a pre-application meeting on January 18, 2008, the county suggested that a wetland investigation of the properties and/or drainage variance may be required. Attached to the complaint issued by the said property of this project is a wetland report conducted on March 15, 2007 by Altmann Oliver Associates, LLC. This report was prepared by the seller of the property at the request of the current owner prior to the sale. The report concludes that the drainage ditch is artificial and that no hydric soils or wetlands were identified on the property. We appeal to the sensibilities of the County to not pursue this drainage issue further by additional time-consuming and costly studies and/or drainage variances based on the bulleted and summarized evidence below: 1) It has been the county's intent in the past to rectify the drainage issue created by public/private drainage onto private properties per the Benson Homes Development Level 2 Offsite Analysis and installation of 350 feet of deepened storm system to reroute a portion of the drainage. Since it has been the county's will to reroute the drainage and dry the properties, then the county obviously has not viewed this area as wetland. 2) It is the desire of area residences to rectify the problem. The solution provided will do so at the cost of private owners for possibly a public issue. 3) The site has been evaluated by an ecologist within the past year as not being a wetland. 4) Calculations show that the dovmstream system has adequate capacity to handle the rerouted flow. 0 0.7 1.4 2.1 2.e 3.5 t:.111 USGS Site Location Map (j) LD Engineering ccc Project Location : Computing Series Regional Scale Factor : KCRTS command CREATE a new Time Series Production of Runoff Time Series sea-Tac ex.tsf 1. 00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R.rnf Till Gl:ass 1.17 acres Impervious Loading Time Series File:C:\KC SWDM\KC_DATA\STEI60R.rnf 0.59 acres Total Area 1. 7 6 acres Peak Discharge: 0.527 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:ex.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:ex.tsf Flow Frequency Analysis Time Series File:ex.tsf Project Location:Sea-Tac Flow Frequency Analysis Time Series File:ex.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:ex.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command exit KCRTS Program ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 0.248 4 2/09/01 2:00 ~ 1 100.00 0. 990 0 .180 7 1/05/02 16:00 0.304 2 • 25. 00 0. 960 0.304 2 2/27/03 7:00 0.261 3 10 .00 0. 900 0 .170 8 8/26/04 2:00 0.248 4 5.00 0.800 0 .211 6 10/28/04 16:00 0. 246 5 3 .oo 0. 667 0.261 3 1/18/06 16:00 O .211 6 2.00 0.500 0.246 5 10/2 6/06 0:00 0.180 7 1.30 0. 231 0. 528 1 1/09/08 6:00 0 .170 8 1.10 0.091 Computed Peaks 0,453 50.00 o. 980 ® Project Description Project File Worksheet Flow Element Method Solve For Input Data Upstream -Limiting Pipe Capacity Check Worksheet for Circular Channel untitled.lm2 1 Circular Channel Manning's Formula Full Flow Capacity Mannings Coefficient Channel Slope Diameter 0.012 0.005000 ft/ft 8.00 in Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.67 ft 0.93 els 0.35 ff 2.09 ft 0.00 ft 0.46 ft 100.00 0.007573 ft/ft 2.65 ftis 0.11 ft FULL ft FULL 1.00 els 0.93 els 0. 005000 ft/ft '.f fO\IIOL (r,rte,I'\,' [ t ,O C..f l J f',!CQ;{>S UQ '!) ll•f ... '-•"1 ( o. s ~ CfS) t ~ too, ya. sr --'1, o" v' ® Task 5. Mitigation of Existing or Potential Problems The site proposes to direct all new impervious onsite areas to an onsite conveyance system utilizing perforated pipe, thereby promoting a limited about of infiltration in the site soils. Grass-crete is proposed for the driveways, which will retain precipitation in its porous sub-base to be slowly infiltrated. Restoring existing impervious areas to grass and limiting new impervious areas will minimize any potential downstream impact. The existing duplex and concrete drive surfaces will continue to drain to the existing onsite cb located at the property northwest comer. Per the geotechnical report (TIR, Section 6) the site is not suitable for general infiltration. Our recommendation to reroute the upstream drainage to the SE 170th Street drainage system as discussed in Section 4 addresses the all of the relevant drainage complaints listed in Section, Task 2. 4. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Existing Site Hydrology (Part A) In the existing site hydrology of the 0.394-acre site runoff flows overland. Lots A & B currently developed with the a duplex and associated driving surfaces drain (uncontrolled) to an onsite catch basin ( cb) located at the site northwest corner. The Appendix A Map, "Level I Downstream Analysis Map" shows the downstream drainage condition once the site flow enters the existing northwest corner onsite cb. The Appendix A Map, "Level I Downstream Analysis Map 2" shows the existing and proposed onsite flow paths. Refer to the level one-offsite analysis in Section III of this report for a detailed description of the downstream. Since the remainder of the site is grassed and flat (approximately 2% slope to either the north or south) there is little to no drainage offsite. There are no indications of erosion or drainage patterns that would indicate concentrated onsite drainage to offsite property. Off site runoff from the south ditch line of SE l ?O'h Street concentrates at the northeast onsite inlet and is routed in an existing 21" pipe to the toe of slope at the south property line. This runoff collects at a low spot on the adjacent property to the south. Developed Site Hydrology (Part B) The site proposes to direct all new impervious onsite areas to an onsite conveyance system utilizing perforated pipe and discharging to a proposed SE 170th Street inlet as part of the frontage improvements. Grass-crete is proposed for the driveways, which will retain precipitation in its porous sub-base to be slowly infiltrated. Restoring existing impervious areas to grass and limiting new impervious areas will minimize any potential downstream impact. The existing duplex and concrete drive surfaces will continue to drain to the existing onsite cb located at the property northwest comer. Per the geotechnical report (Section 6) the site is not suitable for general infiltration. Performance Standards (Part C) The site lies within a Conservation Flow Control Area. The applicable flow control BMP's are perforated pipe and grass-crete as discussed in Section 2. Conveyance calculations are presented in Appendix C. Formal water quality, source or oil control is not applicable. Flow Control System (Part D) No formal control is required. Refer to the Appendix A Exhibit, "Grading & Stormwater Plan" for BMP's that will mitigate runoff quantity. Water Quality System (Part E) NIA BENSON HEIGHTS PLAT 2-TIR 2/3/2008 10 5. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN Appendix C includes a sub-areas map and flow calculations which show that the proposed offsite 12"-diameterpipe from proposed CB#! to an existing catch basin in the north side of SE 170th Street adequately conveys the proposed SE 1701h Street frontage improvements, developed site and if need be the redirected total upstream area that contributes offsite flow to the site. Appendix D includes calculations that the proposed onsite system to reroute the upstream offsite drainage through the site has sufficient capacity. 6. SPECIAL REPORTS AND STUDIES Geotechnical investigation of site soils is included in Appendix E. 7. OTHER PERMITS NIA 8. CSWPPP ANALYSIS AND DESIGN ESC Plan Analysis and Design (Part A) Erosion Control BMP' s shall consist of a rock construction entrance, silt fencing, seeding or hydroseeding and mulch or jute. Refer to Appendix A Exhibit, "Erosion & Sedimentation Control Map" and included figures detailing this section. In order to prevent erosion and trap sediments within the project site, the following BMPs will be used approximately as shown on the ESC plan: • Clearing limits will be marked by fencing or other means on the ground. • The driveway will be constructed and graveled immediately and the rocked construction entrance will installed. • Runoff will not be allowed to concentrate and no water will be allowed to point discharge onto the slopes. • Silt fencing will be placed along slope contours at the down-slope limit of clearing. SWPPS Plan Design (Part B) NIA BENSON HEIGHTS PLAT 2-TIR 2/3/2006 ll "'I ~;,-~ 2n E1 C z/ / ,-..!,S!TE BENCHMARK j-1 TOP CN'ffi BOLT flRE H'fD 1 f.lEVAl10tf,,.4.2,5_g9 r PROJECT LIMITS X 50' MIN. CONSTRUCTION (0.31 ~i-~~1<'' {--2 " G -C -~ E- C C ------~, " !! ,;, ---------t.,,- 1.,'1-f-(O!) ' ~2,2, ;;{Y, ' g ' f.'V ,, ,~ ;\, 12+9s.o/, ·-. ,.,.,.~ . .. 5 -~ !-,... . ' " . r" ',,... •• t:. 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', ;\ I I ~ 1 \ ,.;\vif--.-. ~ . - ,' F-%RI '[' l\L"" --__1,""-=-1 ,.;£ <! t-.t\/ X?'! ,,.,_'Q s_ .j}J X -:.,~ X x""xf 1 > . ;,/ \I l" ' 1;>-,-~ ,,'bf" I \ ~ ••• ,-' , -,">--'y $~ '--"' 1 , • '1 \ ! ~ I ~ N ~ ~ DU LEX -0 ~ ti ," ~ j"' 0"'" ?'f \ ;,,:, 'a i'.f 23 67 \, , \X<'f ,:,,,r.>, ' , i X X>;:.) ,:,___I CHAINUNK FENCE 0."'~ r-( -I • ~/~ ~ \0801 S -,'70TH ST \ / ,,,/ ----~-i' ,1.- '"• ,'~· jX 4s },.-_.--__ • ,•1~ / "-.O'-'r,,?,.,\ .-. x " · J l /G?,,-' 1.Q.P ---~~<-1,2Q-· ~ ,,\ I ,;,:. 1"' I J ~' l\x _ ~-·· ! __ · ' N ' 2~~ '-f-'";'tY2.-}1 ---_-;s.;.., •• -: -: ___ -3'.".:i:----· _,,;;_) \ \--4;/' > . ' -: 1~1 /14' •,-=-' -:3,,4_:--=,};---='., ".!4~.~ _:_ ~ -------* 1...-:t: 1 I ! 'H ' x--X-. ~· ,~· ,<v· ::J",-··· 1 C---42'1 RO ' :=s, ' x . -..~ "--~ ,. ~I-I I ; ;. \ ;;;., , V/ FEN, F, ,/"·t,;_'0 _-CONC RET WAU .. j 'fc..,t '1 ,,',;ii 1 1 J C( \"'~I S1A•RS6,; 7 ,,, ~ I I J,. ·-I ~ \ \ ... / _,, / ' CJ Ji ~Je '--~, l , \ I ~ i !?; ,,--:.0"'----::-,,'2.__,.,..-,\, .--I ,, 1(-t '[ 1 ·,' ., ... ) +' 4 P,T/777~7_:1 ,~ ( /,,~ i,.. ~,,/ -- '19 ,.,,, I I:: ,_,1!1 r/1 . ; _ f". :·r: ·"'"ou~E,_ • /I' ,, , f\' _; ;:;,, . .,_,, 7 i -/ -o o;/sw ~-t --t, "I-t lf: :r/;-" 422 --" /I , ,(), '-, .-._. ft}· \ / / / ' . I I---(,"-•, ", . j~l: ,!, -:· -"' ·~J:"rl ---J,-, /1 ·-_:_-, -, \> -v ~ii";;, --1-1' .~\J //T"'\/ i -~~--· -i .--. -l· • "' ---:,, /i ' , I ,--I'· -""' , , • --, -, I , --i ' es ~ __ ._ _ __j ,' , .. , "' -~ , "'''''name'<» Is ~. , \<>• ,\ 12 I • .. :, , !• I I • '>J ilO EROSION & SEDIMENTATION CONTROL PLAN: BENSON HEIGHTS PLAT -2 1 inch = 30 ft. C.3.1 TEMPORARY ESC shall be done on an area covered with crushed rock, and wash water shall drain to a sediment trap or pond. 3. Any sediment that is tracked onto pavement shall be removed immediately by sweeping. The sediment collected by sweeping shall be removed or stabilized onsite. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, a small sump must be constructed. The sediment would then be washed into the sump where it can be controlled and discharged appropriately. 4. Any quarry spalls that are loosened from the pad and end up on the roadway shall be removed immediately. FIGURE C.3.1.A STABILIZED CONSTRUCTION ENTRANCE R = INSTALL ORIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS ~R KING COUNTY ROAD STANDARDS 4"-8" QUARRY SPALLS---' GEO TEXTILE--,.../ 12" MIN. MULCHING Purpose AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TD THE EDGE OF R-0-W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID 0At.4AGING or THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAO The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that may be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: I. On disrurbed areas that require cover measures for less than 30 days 2. As a cover for seed during the wet season and during the hot summer months 3. During the wet season on slopes steeper than 3H:1V with more than IO feet of vertical relief. ,-. ace Water Design Manual -Appendix C C-81 J/24/2005 ~ \'\,: .__, i: r • t , • 3. 4. 5. C.3.1 TEMPORARY ESC Standard strength fabric requires wire backing to increase the strength of the fence. Wire backing or closer post spacing may be required for extra strength fabric if field perfonnance warrants a stronger fence . Where the fence is installed, the slope shall be no steeper than 2H:IV. If a typical silt fence (per Figure C.3.1.E) is used, the standard 4 x 4 trench may not be reduced as long as the bottom 8 inches of the silt fence is well buried and secured in a trench that stabilizes the fence and does not allow water to bypass or undennine the silt fence. Maintenance Standards 1. Any damage shall be repaired immediately. 2. If concentrated flows are evident uphill of the fence, they must be intercepted and conveyed to a sediment trap or pond. 3. It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. · 4. Sediment must be removed when the sediment is 6 inches high. 5. If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it shall be replaced. I FIGURE C.3.1.E SILT FENCE JOINTS IN FILTER FABRIC SHAU BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EOUrvALENTTO ATIACH FABRIC TO POSTS. FILTER FABRIC --- -,r:,-------:iT-- l ~ MINIMUM4"x4"TRENCH // u /MAX POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED \ BACKFILL TRENCH \'VITH NATIVE SOIL OR 3/.49-1.s• / WASHED GRAVEL 2•x4• WOOD POSTS, STEEL FENCE NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE POSTS. REBAR, OR EQUIVALENT 2005 Surface Water Design Manual -Appendix C C-87 I 1/24/2005 1, I SECTION C.3 EROSION AND SEDIMENT CONTROL (ESC) MEASURES FIGURE C.3.J.F SILT FENCE INSTALLATION AND MAINTENANCE Dig trench Toe-in-fabric Stake Rainforce Maintain and clean C.3.1.7 VEGETATED STRIP 1/24/2005 Purpose Vegetated strips reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use Vegetated strips may be used downslope of all disturbed areas. Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Design and Installation Specifications I. The vegetated strip shall consist of a 25-foot minimum width continuous strip of dense vegetation with a permeable topsoil. Grass-covered, landscaped areas are generally not adequate because the volume of sediment overwhelms the grass. Ideally, vegetated strips shall consist of undisturbed native growth with a well-developed soil that allows for infiltration of runoff. 2. The slope within the strip shall not exceed 4H:1V. 3. The uphill boundary of the vegetated strip shall be delineated with clearing limits as specified in Section C.3.1.5 (p. C-86). C-88 2005 Surface Water Design Manual -Appendix C \'l,y ---', SECTION C.3 EROSION AND SEDIMENT CONTROL (ESC) MEASURES Design and Installation Specifications For mulch materials, application rates, and specifications, see Table C.3.1.A. Note: Thicknesses may be increased for disturbed areas in or near critical areas or other areas highly susceptible to erosion Maintenance Standards I. The thickness of the mulch cover must be maintained. 2. Any areas that experience erosion shall be re-mulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the drainage problem shall be assessed and alternate, drainage such as interceptor swales may be needed to fix the problem and the eroded area re-mulched. ,' ... ' ·.· :;;.E,/t,' .. ' ., ;' : . -ti ' .'···· ; "' ' ·-·····:;-.-'· TABLEC.3.1.A MULCH ST ANDARDSAl'l'I) GUIDELINES.:: ;,·_:, :{ \:,, ""\', ' Mulch Quality Standards Application Remarks Material Rates Straw Air-dried; free from 2"-3" thick; 2-3 Cost-effective protection when applied with adequate undesirable seed and bales per 1000 sf thickness. Hand-application generally requires greater coarse material or 2-3 tons per acre thickness than blown straw. Straw should be crimped to avoid wind blow. The thickness of straw may be reduced by half when used in conjunction with seeding. Wood Fiber No growth inhibiting Approx. 25-30 lbs Shall be applied with hydromulcher, Shall not be used Cellulose factors per 1000 sf or without seed and tackifier unless the application rate is 1000-1500 lbs per at least doubled. Some wood fiber with very long fibers acre can be effective at lower application rates and without seed or tackifier. Compost No visible water or dust 2" thick min.; More effective control can be obtained by increasing during handling, Must approx. 100 tons thickness to 3". Excellent mulch for protecting final be purchased from per acre (approx, grades until landscaping because it can be directly supplier with Solid 800 lbs per cubic seeded or tilled into soil as an amendment Sources for Waste Handling Permit yard) compost are available from the King County Commission for Marketing Recyclable Materials at (206) 296-4439, Hydraulic This mulch category Apply at rates from The BFM shall not be applied immediately before, during Matrices includes hydraulic 3,000 lbs per acre or immediately after rainfall so that the matrix will have (Bonded Fiber slurries composed of to 4,000 lbs per an opportunity to dry for 24 hours after installation. Matrix) wood fiber, paper fiber acre and based on Application rates beyond 2,500 pounds may interfere or a combination of the manufacturers with germination and are not usually recommended for two held together by a recommendations turf establishment. BFM is generally a matrix where all binding system. The fiber and binders are in one bag, rather than having to BFM shall be a mixture mix components from various manufacturers to create a of long wood fibers and matrix. BFMs can be installed via helicopter in remote various bonding agents. areas. They are approximately $1,000 per acre cheaper to install. Chipped Site Average size shall be 2" minimum This is a cost-effective way to dispose of debris from Vegetation several inches. thickness clearing and grubbing, and it eliminates the problems associated with burning. Generally, it should not be used on slopes above approx. 10% because of its tendency to be transported by runoff. It is not recommended within 200 feet of surface waters. If seeding is expected shortly after mulch, the decomposition of the chipped vegetation may tie up nutrients important to grass establishment. 1/24/2005 2005 Surface Water Design Manual -Appendix C C-82 9. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT Declaration of Covenant and Grant of Easement Form (to be filled out at a later time) and the Bond Quantities Worksheet are included in this section. BENSON HEIGHTS PLAT 2-TIR 1 2/ T 7/20D7 PAGE 1 3 OF 1 9 Site Improvement Bonu wuantity Worksheet Web date: ® King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 206-296-6600 TTY 206-296-7217 Project Name: Benson HeiJa,hts Plat 2 Location: 10801 SE 170th St, Renton WA 98055 Clearing greater than or equal to 5,000 board feet of timber? ~~~~~~ yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 ~ .,. li-wks-sbq X no For alternate formats, call 206-296-6600. Date: 12/15/2007 Project No.: A07PF003 Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 12/16/2007 Site Improvement Bonu tuantity Worksheet ER0SiONiSEblMEN1'.(50NTROL•••t·•••••••-•••••-·•··-·- Backfill & compaction-embankment Check dams, 4" minus rock Crushed surfacing 1 1/4" minus Ditching Excavation-bulk Fence, silt Fence, Temporary (NGPE) Hydroseeding Jute Mesh Mulch, by hand, straw, 3" deep Mulch, by machine, straw, 2" deep Piping, temporary, CPP, 6" Piping, temporary, CPP, 8" Piping, temporary, CPP, 12" Piastre covering, 6mm thick, sandbagged Rip Rap, machine placed; slopes Rock Construction Entrance, 50'x15'x1' Rock Construction Entrance, 1OO'x15'x1' Sediment pond riser assembly Sediment trao, 5' high berm Sed. trap, 5' high, riprapped spillway berm section Seeding, by hand Sodding, 1" deep, level ground Soddina, 1" deep, sloped ground TESC Supervisor Water truck, dust control w --··me···--·,·-···-·-·· is•"••;•· ··-····-······ ·-·•11r•·· -·---, __ -_ RI -, -IN~lTEM . {SI:!!! iage_ , •. , ... ~ ~ Page 2 of 9 li-wks-sbq ESC-1 ESC-2 SWDM 5.4.6.3 ESC-3 WSDOT 9,03.9(3) ESC-4 ESC-5 ESC-6 SWDM 5.4.3.1 ESC-7 ESC-8 SWDM 5.4.2.4 ESC-9 SWDM 5.4.2.2 ESC-10 SWDM 5.4.2.1 ESC-11 SWDM 5.4.2.1 ESC-12 ESC-13 ESC-14 ESC-15 SWDM 5.4.2.3 ESC-16 WSDOT 9-13 1(2) ESC-17 SWDM 5.4.4.1 ESC-18 SWDM 5.44.1 ESC-19 SWDM 5.4.5.2 ESC-20 SWDM 54.5.1 ESC-21 SWDM 5.4.5.1 ESC-22 SWDM 5.4.2.4 ESC-23 SWDM 5.4.2.5 ESC-24 SWDM 54.2.5 ESC-25 I $ 5.62 CY $ 67.51 Each $ 85.45 CY $ 8.08 CY $ 1.50 CY $ 1.38 LF I 1061 $ 1.38 LF $ 0.59 SY I 6671 $ 1.45 SY $ 2 01 SY $ 0.53 SY $ 10.70 LF $ 16. 10 LF $ 20.70 LF $ 2.30 SY $ 39 08 CY $ 1,464.34 Each I 1 I $ 2,928.68 Each $ 1,949.38 Each $ 17.91 LF $ 68.54 LF $ 0.51 SY $ 6.03 SY $ 7.45 SY $ 74.75 HR I 4[ I I Each ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESCTOTAL: COLUMN: Web date: 11 146 1 I 394 1 I 1464 11 299 $ 2,303.15 $ 690.95 $ 2,994.10 A Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 12/16/2007 Site Improvement Bor~ Quantity Worksheet Web date: 11/21/2005 . ~,,~it11~!11~\i•·•··· ·················! Backfill & Compaction-embankment GI -1 $ 5.62 CY Backfill & Compaction-trench Gl-2 $ 8.53 CY I I I 1641 139.891 sal 494.74 Clear/Remove Brush, by hand Gl-3 $ 0.36 SY Clearing/Grubbing/Tree Removal Gl-4 $ 8,876.16 Acre Excavation -bulk Gl-5 $ 1.50 CY Excavation -Trench Gl-6 $ 4.06 CY I I J 164.[ 66SBj_ sal 235.48 Fencina, cedar, 6' high GI-7 $ 18.55 LF Fencing, chain link, vinyl coated, 6' high Gl-8 $ 13.44 LF GI -9 $ 1,271.81 Each GI -10 $ 12.12 LF GI -11 $ 22.57 CY I I J J J 111J 2,505.27 Fill & compact -gravel base GI -12 $ 25.48 CY Fill & compact -screened topsoil GI -13 $ 37.85 CY Gabion, 12" deep, stone filled mesh GI -14 $ 54.31 SY Gabion, 18" deep, stone filled mesh GI -15 $ 74.85 SY Gabion, 36" deep, stone filled mesh GI -16 $ 13248 SY Grading, Fine, by hand GI -17 $ 2.02 SY Grading. fine, with grader GI -18 $ 0.95 SY Monuments, 3' long Gl-19 $ 135.13 Each Gl-20 $ 2.88 Each around GI -21 $ 7.48 SY Surveying, line & grade GI -22 $ 788.26 Day 1 788.26 Surveying, lot location/lines Gl-23 $ 1,556.64 Acre I 0.31 I 482.56 Traffic control crew ( 2 flaggers ) Gl-24 $ 85.18 HR 4 340.72 Trail, 4" chipped wood Gl-25 $ 7.59 SY Trail, 4" crushed cinder Gl-26 $ 8.33 SY Trail, 4" top course GI -27 $ 8.19 SY iWall, retaining, concrete GI -28 $ 44.16 SF !Wall, rockery GI -29 $ 9.49 SF Page 3 of 9 SUBTOTAL 1,335.46 3,718.05 ~ C' Unit prices updated• 02112102 27 A authorizes only one bond reduction. rsion: 4122102 s~sbq Repc e; 12116/2007 ROAt! IMPROVEMENT y·--- AC Grinding, 4' wide machine< 1000sy AC Grinding, 4' wide machine 1000-200 RI -2 19, 4' wide machine> 2000sv RI -3 AC Removal/Disposal/Repair RI -4 Barricade, type I RI -5 Barricade, type 111 ( Permanent ) RI -6 Curb & Gutter, rolled RI -7 Curb & Gutter, vertical RI -8 Curb and Gutter, demolition and disposal RI -9 Curb, extruded asoha!t RI -10 Curb, extruded concrete RI -11 Sawcut, asphalt, 3" depth RI -12 Sawcut, concrete, per 1" depth RI -13 Sealant, asphalt RI -14 Shoulder, AC, ( see AC road unit price) RI -15 Shoulder, t:1ravel, 4" thick RI -16 Sidewalk, 4" thick RI -17 Sidewalk, 4" thick, demolition and dispos RI -18 Sidewalk, 5" thick RI -19 Sidewalk, 5" thick, demolition and disooc: RI -20 Sign, handicap RI -21 Striping, per stall RI -22 Striping, thermoplastic, ( for crosswalk ) RI -23 Striping, 4" reflectorized line RI -24 Page 4 of 9 ~ <) "*KCC 27A authorizes only one bond reduction. li-wks-sbq Site Improvement Bor-l f'luantity Worksheet $ 5 75 SY $ 138 SY $ 41.14 SY I I I 40.21 1,653.83 $ 3003 LF $ 4505 LF LF I -i I 181 I ----------- $ 13.27 2,401.87 $ 9.69 LF $ 13.58 LF $ 2 44 LF $ 2.56 LF $ 185 LF j l l 181J 334.85 $ 1 69 LF $ 0.99 LF r I -r-1s1 I 179.19 $ -SY $ 7.53 SY $ 30.52 SY I I I 181 I 5,524.12 $ 27.73 SY $ 34.94 SY $ 34.65 SY $ 85.28 Each $ 5.82 Each $ 2.38 SF $ 0.25 LF SUBTOTAL --_ __1_(),093.86 Web date: 11/21/2005 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 12/16/2007 Site Improvement Bor-i 1antity Worksheet ·······• r•··fijjjiij••!'ajij@•••rIIY ROAD SURFACING! ji\11 g~~~ ~@$ ~~ti\«@~¥@~! tM•~~/¢$$(~~~,n~~~~ efl~~i§:@~AAii&ii!t For KCRS '93, (additional 2.5" base) addJ RS -1 I $ 3.60 I SY AC Overlay, 1 .5" AC I RS -2 AC Overlal!. 2" AC RS-3 AC Road, 2", 4" rock, First 2500 SY I RS -4 AC Road, 2", 4" rock, Q!Y_. over 2500SY I RS -5 AC Road, 3",_4"_~o_c:k, First 2500 SY I RS -6 AC Road~",_ 4" rock, Qty. over 2500 SY I RS -7 AC Road, 5", First 2500 SY RS-8 AC Road, 5", Qty_. Over 2500 SY RS-9 AC Road~ First 2500 SY AC Road, 6", Qty_. Over 2500 SY As_e_halt Treated Base, 4·· thick Gravel Road, 4" rock, First 2500 SY Gravel Road, 4" rock, Qty. over 2500 SY IRS -1 PCC Road, 5", no base, over 2500 SY IRS -1 PCC Road, 6", no base, over 2500 SY Thickened Ed.9_e Page 5 of 9 ~ ~ *KCC 27A authorizes only one bond reduction. li-wks-sbq $ 7.39 SY $ 8.75 SY $ 17.24 SY $ 13.36 SY $ 19.69 SY $ 15.81 SY $ 14.57 SY $ 13.94 SY $ 16.76 SY $ 16.12 SY $ 9.21 SY $ 11 .41 SY $ 7.53 SY $ 21.51 SY $ 21.87 SY $ 6.89 LF SUBTOTAL Web date: 11/21 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 12/16/2007 Site Improvement Bor~ 1antity Worksheet Web date: 11 /21/ btiAiNAGE i¢iri'lf #~ii@fj1i@iieiiiii; ~i~~i ijii~if~!ifu!H Access Road, RID D-1 $ 16.74 Bollards -fixed D -2 $ 240.74 Bollards -removable D-3 $ 452.34 * (CBs include frame and lid) CB Type I D-4 $ 1,257.64 CB T"ne IL D-5 $ 1,433.59 CB Type II, 48" diameter D-6 $ 2,033.57 for additional depth over 4' D-7 $ 436.52 CB Type II, 54" diameter D-8 $ 2,192.54 for additional depth over 4' D -9 $ 486.53 CB Type 11, 60" diameter D -10 $ 2,351.52 for additional depth over 4' D -11 $ 536.54 CB Type II, 72" diameter D -12 $ 3,212.64 D -13 $ 692.21 D -14 $ 366.09 Cleanout, PVC, 4" D -15 $ 130.55 Cleanout, PVC, 6" D-16 $ 174.90 Cleanout, PVC, 8" D-17 $ 224.19 Culvert, PVC, 4" D-18 $ 8.64 Culvert, PVC, 6" D -19 $ 12.60 Culvert, PVC, 8" D -20 $ 13.33 Culvert, PVC, 12" D -21 $ 21.77 Culvert, CMP, 8" D-22 $ 17.25 Culvert, CMP, 12" D-23 $ 26.45 Culvert, CMP, 15" D-24 $ 32.73 Culvert, CMP, 18" D -25 $ 37.74 Culvert, CMP, 24" D -26 $ 53.33 Culvert, CMP, 30" D -27 $ 71.45 Culvert, CMP. 36" D -28 $ 112.11 Culvert, CMP, 48" D-29 $ 140.83 Culvert, CMP, 60" D -30 $ 235.45 Culvert, CMP, 72" D -31 $ 302.58 ,,,. Page 6 of 9 SUBTOTAL ~ "KCC 27A authorizes only one bond reduction. li-wks-sbq SY Each Each Each Each Each FT Each FT Each FT Each FT Each Each Each Each LF LF LF LF LF LF LF LF LF LF LF LF LF LF .. ''• fij!~i1/Bi\ii™ F.· 1HJi~J:A~1t:,w:~~:W*-::;;~J.fu;M:A~;J~:~~~:~:l~'~J{:P~tiM:i~j~!WrW/f1 1,257.64 27.7 732.67 1,990.31 66 879.78 879.78 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 12/16/2007 Site Improvement Bari. ~ ,antity Worksheet Web date: 1112112005 40.00 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 Culvert, CPP, 8" D -42 $ 16.10 LF Culvert, CPP, 12" D -43 $ 20.70 LF Culvert, CPP, 15" D -44 $ 23.00 LF Culvert, CPP, 18" D -45 $ 27.60 LF Culvert, CPP, 24" D -46 $ 36.80 LF Culvert, CPP, 30" D -47 $ 4830 LF Culvert, CPP, 36" D -48 $ 55.20 LF Ditching D-49 $ 8.08 CY Flow Dispersal Trench (1,436 base+) D-50 $ 25.99 LF French Drain (3' deplh) D-51 $ 22.60 LF Geotextile, laid in trench, colvnropylene D-52 $ 2.40 SY Infiltration pond testing D-53 $ 74.75 HR Mid-tank Access Riser, 48" dia, 6' deep D-54 $ 1,605.40 Each Pond Overflow Spillway D-55 $ 14.01 SY Restrlctor/Oil Separator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Separator, 18" D-58 $ 1,146.16 Each Riprap, 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 Trash Rack, 15" D -62 $ 237.27 Each Trash Rack, 18" D -63 $ 268.89 Each Trash Rack, 21" D -64 $ 306.84 Each Page 7 of 9 SUBTOTAL 1280 (;.I Jr.lo Un~ prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 li-wks-sbq Report Date: 12/16/2007 Site Improvement Bar-" -1antity Worksheet No. 2" AC, 'Z' top course rock & 4" borrow PL-1 $ 15.84 SY 2" AC, 1.5" top course & 2.5" base cou r PL -2 $ 17.24 SY 4" select borrow PL-3 $ 4.55 SY 1.5" top course rock & 2.5" base course PL-4 $ 11.41 SY Area Drain WI -1 $ 450.00 Each Asphalt Removal Wl-2 $ 8.00 SY Wl-3 CY Wl-4 LF Wl-5 FT Wl-6 Wl-7 Wl-8 Wl-9 Wl-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: Page 8 of 9 ..... "" ~ "KCC 27A authorizes only one bond reduction. li-wks-sbq GRANDTOTAL: COLUMN: IMci.&Piliili.f:••t:i n 1 162 13,419.62 4,025.89 17,445.50 B C 450.00 1,296.00 1,746.00 7,623.83 2,287.15 9,910.98 D Web date: 1112112005 ,r~ '<. E Unit prices updated: 02112102 Version: 4122102 Report Date: 1211612007 Site Improvement BonL _uantity Worksheet Web date: - Original bond computations prepared by: Name: Benson Hei.9.hts Plat 2 Date: _____________ _ PE Registration Number: Tel.#: -------------- Firm Name: Address: Project No: A07PF003 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) Existing Right-of-Way Improvements (A) $ 2,994.1 TEMPORARY OCCUPANCY-· (B) $ Future Public Road Improvements & Drainage Facilities (C) $ 17,445.5 Private Improvements (D) $ 9,911.0 Calculated Quantity Completed Total Right-of Way and/or Site Restoration Bond•r- (First $7,500 of bond• shall be cash.) (A+B) $ 2,994.1 (E) $ Perfonmance Bond• Amount (A+B+C+D) = TOTAL (T) $ 30,350.6 Tx0.30 $ 9,105.2 OR Minimum bona• amount IS $1000. Reduced Performance Bond• Total -(T-E) $ 30,350.6 Use larger of Tx30% or (t-Ej Maintenance/Defect Bond• Total NAME OF PERSON PREPARING BOND• REDUCTION: • 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 bol'lds to be combined when both are required. Date: (B+C) x 0.25 = $ 4,361.4 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. G4 ~ *** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised b major design changes. SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shall be $ 27,356.5 (C+D)-E REQUIRED BOND• AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DOES Page 9 of9 li-wks-sbq Check out the DDES Web site at www.metrokc.gov/ddes Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 12/16/2007 . RECORDING REQUESTED BY AND ._/ . WHEN RECORDED MAIL TO: RECORDING COVER SHEET DECLARATION OF COVENANT AND GRANT OF EASEMENT Grantor: ___________________ _ Grantee: ___________________ _ Legal Description:----------------------- Additional Legal(s) on:---------------------- Assessor's Tax Parcel ID#:-------------------- DECLARATION OF COVENANT AND GRANT OF EASEMENT For Stormwater Flow Control Best Management Practices IN CON SID ERA TION of the following approved King County (check one of the following) CJ residential building permit, CJ commercial building permit, CJ clearing and grading permit, CJ subdivision permit, or O short subdivision permit for Application No. --------- relating to real property ("Property") legally described as follows: The Grantor(s), the owner(s) in fee of the above described parcel of land, hereby covenants with King County, a political subdivision of the state of Washington its successors in interest and assigns ("King County"), that it will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs I and 2 and 4 through 7 below with regard to the Property, and hereby grants an access easement on and to the Property to King County, for the purposes described in Paragraph 3 below. Grantor(s) hereby grants, covenants, and agrees as follows: I. Owner(s) of the Property shall retain, uphold, and protect the stormwater management devices, features, pathways, limits, and restrictions, known as flow control best management practices ("Flow Control BMPs"), shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as Exhibit A. 2. Owner( s) of the Property shall at their own cost, operate, maintain, and keep in good repair, the Property's Flow Control BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 2 3. King County shall have a nonexclusive perpetual access easement on the Property in order to ingress and egress over the Property for the sole purposes of inspecting and monitoring the Property's Flow Control BMPs, and if applicable in accordance with the terms of Paragraph 4 below, performing any corrective work required to bring the Property's Flow Control BMPs into compliance with Title 9 of the King County Code. 4. If King County determines that maintenance, repair, restoration, and/or mitigation work is required to be done to the Flow Control BMPs and has not been performed by the Property owner(s), the Director of the Water and Land Resources Division of the King County Department of Natural Resources and Parks shall give notice to the Property owner (s) of the specific maintenance, repair, restoration, and/or mitigation work (Work) required pursuant to Title 9 of the King County Code. The Manager shall also set a reasonable time in which the Work is to be completed by the Property owner(s). If the Work is not completed within the time set by the Division Director, King County may perform the required Work. Written notice will be sent to the Property owner(s) stating King County's intention to perform the Work. Performance of the Work by King County will not commence until at least seven (7) days after such notice is mailed. IL within the sole discretion of the Water and Land Resources Division Director. there exists an imminent or present danger, the owner hereby waives the seven (7) day notice period and the Work will begin immediately. 5. The owner(s) of the Property shall assume all responsibility for the cost of any Work required to be done to the Flow Control BMPs. Such responsibility shall include reimbursement to King County within thirty (30) days of the receipt of the invoice for any such Work performed by King County in accordance with the terms of Paragraph 3 above. Overdue payments will require payment of interest at the current legal rate as liquidated damages. In the event that King County does not receive reimbursement within the required time frame, it may elect to place a lien on the 3 Property and act upon the lien in accordance with the terms and procedures specified in Chapter 23.40 of the King County Code, as amended from time to time. If legal action is taken to enforce the provisions of this Paragraph, the prevailing party is entitled to costs and attorney's fees. 6. Apart from performing routine landscape maintenance, the Property owner(s) is (are) hereby required to obtain written approval from the Water and Land Resources Division Manager of the King County Department of Natural Resources and Parks prior to performing any alterations or modifications to the Flow Control BMPs. Any notice or consent required to be given or otherwise provided for by the provisions of this Declaration of Covenant and Grant of Easement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested, whichever occurs sooner. 7. This Declaration of Covenant and Grant of Easement is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of King County, its successors and assigns. This Declaration of Covenant and Grant of Easement shall run with the land and be binding upon Grantor(s), and Grantor's (s') successors in interest and assigns. 8. This Declaration of Covenant and Grant of Easement may be terminated by execution ofa written agreement by Gran tor( s) and King County expressing their mutual agreement to terminate this Declaration of Covenant and Grant of Easement. 4 _c this =· _ ------ STA TE OF W_-\SfIT';GTON) )SS COLT"\'TY OF KJ',;G ) : ~ ,., rnant and Grant of Easement is executed _ ________ .20 By ----------------- 1 ts -------------- By ________________ _ Its -------------- On this day of , 20_, before me. the undersigned, a Notary Public in and for the State of , duly commissioned and sworn personally appeared . to me known to be the individual described in and who executed the foregoing instrument, and acknowledged to me that he signed and sealed the said instrument as h free and voluntary act and deed for the uses and purposes therein mentioned. WITNESS my hand and official seal hereto affixed the day and year in this certificate above written. Printed name Notary Public in and for the State of Washington, residing at -------------- My appointment expires--------- 5 10. OPERATIONS AND MAINTENANCE MANUAL Operations and Maintenance Manual is included in this section. BENSON HE1£3HTS PLAT 2-TIR 12/17/2007 PAGE 1 4 OF 19 APPENDIX A BENBCN HEH;HTB PLAT 2-TIR 1 2/ l 7/2007 PAGE 1 5 OF 19 Cruz/Loranger Site Site Vicinity Map LD Engineering LLC Cruz/Loranger Site 0 0.7 1.4 2.1 2.8 3.!:i k.PI USGS Site Location Map LD Engineering LLc ~EA DATA IN SQUARE FEET (SF) FOR KCRTS MODEL INPU PRE-0 .. IELOPED *THE TOTAL EXISTING IMPERVIOUS AREA OF THE TOTAL ON & OFF-SITE AREAS ASSUMED TO BE 100 % DUPLEX AND ASSOCIATED DRIVES IS 4360SF. THE .. FDRJi~:F~ co~~W!'!tl'Jl"3'1-ff~~Fr "EX IMP TO REMAIN" (2713 SF) REFERS TO THE ~~ ~ -··---·------------··--··--·-·-~STING DUPLEX ROOF & PATIO AREAS (1865 SF) '!. ', . .Q1;){$M?P€P ,j:.· :=::~-~; )} ! .. ''.':.K AND A PORTION OF THE EXISTING CONCRETE ~~N~tRl~Q.';1; .: ·+?0C81 0 DRIVEWAY AREA (848 SF) THAT WILL REMAIN. THE . 1 EX IMP HATCHED AREA {1667 SF) IS EXISTING ONSlTE '£! ! TO REMAIN*= 2713 ASPHALT THAT WILL BE REPLACED WITH GRASS. -~ i PR ROOF= 4391 ~JI PR PATIOS= --11£ '.\.,! IMPTOTAL= 7316{0.1660AC) ~,I y-;; OFFSITE PR IMP: -:; 1 SIDEWALK= 11n i:~ / CURB/GUTER= 464 ';'r IMP TOTAL= 1636 (0.0376 AC) 0 0NSITE D.W. SURFACES WILL BE GRASS.CRETE. PER THE KCSWDM, CONSERVATION FLOW CONTROL AREA SEC., EXCEPTION #2, P.1-36, ROAD & D.W. SURFACES MAY BE MODELED AS GRASS (TABLE 1.2.3.C, P.1-41) IN ORDER TO MEET THE NO MORE THAN 0.1 CFS DIFFERENCE CRITERIA. I TOTAL IMP: 8962 (0 2055 AC) *0 ASIDE FROM THE ACCOUNTED FOROFFSITE I . IMPERVIOUS AREAS, THE OFFSITE PERVIOUS WILL l ONSITE 8ERVIOllJS: 1 INCREASE DUE TO REMOVAL OF EXISTING ASPHALT I. GRASS=! T£~~:g-·:!:!f._ ,(01700 ) .r·~Sll!: ~l~!-lChti~~~f,TCHING I D.W. IP_g\~l~•'J:_·•fi . iftff.0~17) / TC? (NTR SOLT, .: . OSSHATCHING INDICATES 1667 SF OF '· PERV1?1;1ilTO'(~'.f'i°'(9°t ·tn:1a11 ci e,c-,, .. r,c,,,42 ,.£9 ON-SITE & 175 SF OF OFF-SITE AREA ,J / /) ~i ' )\ ',, r· T ,'EDF EXISTING ASPHALT TO BE REMOVED li ~fFSIT~ERVl°Rff':~~·\//>,;· i ,t:=41 2;~~·1-NF'! GRASS INSTALLED. STORMWATER AREA SUMMARY: PROPOSED SITE IMPERVIOUS = 50.0,C {MAX. ALLOWABLE = B5ll:) TOTAL PROJECT {ON & OFF-SITE) AREA • 16886 SF (0.387 AC) PROPOSED NEW IMPERVIOUS = 9244 SF EXISITING IMPERVIOUS TO REMAIN = 2836 SF PROPOSED PERVIOUS (GRASS & GRASS-CRETE) = 7622 SF PROPOSED PGIS • 510 SF NOTE: A COVENANT WILL BE PLACED ON THE PLAT RESTRICTING THE IMPERVIOUS TO THE HOUSE AND DRIVEWAY AREAS SHOWN AfTER ROAD ROW PEPICAIION PARCEL A: 15,230 SF (0,3496 AC) BASE DENSITY {R-18) = 7 UNITS MINIMUM DENSITY s 4 UNITS REQUIRED ON-SITE REC, SPACE = 1190 SF Y) / '\: <) j \, "-' H)' lill f.:/\:5(!,eH RECOR:JSN(: MJ. ':}t,G• 1010;:3 ..,.~ WAU{ f-"1D U'fiUfY [A$€M(HT H::CORD1NG NO. n1002.r:m ,-::::;;--~·-~c"".J.i TOTAL qNSITE AREA =:.1523·0 ~f:'~0-.3-•9~6_A_.c~1~:=_•_•._o % IMP TOTAL 6~ & oFPSITE A·Re·~·s-;,1;~a,6_6,~F-i({3·!(7: 1:cr ----.';, -·>- kl , ... ~n ::.:.:~ ·-+~ ,;'.,;',,J+L\ ~ -1 •,:;,J ,, , '" ~· ,~" sr \ 'b-' ,./ ~'t'.,.L~"':J,.'.:J_f1 , . t~' I\ .. , :,, '1~ \J:,, I l 47'.W'l 1-~~.1s, 19Al l fJS fil'i l ~ . 'Ir !; J -,p j.:Y r ,.. .lb \.Q/tl P_i1t'!Sd~-. ·' . ... '( --..-.;_~":t"''1_i;-.L, •. ¥'.ii· ')..' X ' / f-. " ·: \ /". '~ ''. ·~ \ / ! ! I'<..._ xk\"1--1 :xk/ "-·--7k,..,._,, ,;,;1..0 nu;l i, i 5tz-- ,;,g"¢'.:i'.:iMM tt:'.·,,,Jl.22 • .3'- 1, . (_ / ,,i('4i/§~'V' / <, "/ .' • -·~-..... ' , .. a' ... ,_' ,. FF • 423.0 N l-o _j ... "' ;:!; ,.,, "' ," ';;!_· .ti I e,"!, ,;_'1,-(y~ Fr• ·r-· n ~\ l-o _j re \ "' ('I ,-. ,fl. xv.) ~ (" l"' , ..... 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OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANuAL, CORE REQUIREMENT #2 Basin: Black River Subbasin Name: Duwamish -Green River tlfk~\t~lJ 1I!' 1-2 I Existing Site Flow Path -j asphalt I 1.5 I -j None j None Duplex roof drain discharge to asphalt driveway, 51 ' sheet flow 2-C I Existing Site Flow Path -1 'pipe cover 1.94 -None None northwest site corner cb to cb in north side of SE 17(/h St., 38' of 12" PE pipe Subbasin Number: 9 j No problems observed Catch Basin (CB) appears to be in good condition and well maintained. I 3-A I Proposed Site Flow Path -2' cover 1% None None Catch Basin I System is proposed roof to 123' of 4" min. (CB) is perforatged PVC drain proposed I A-B I Site discharge to proposed 2.84' pipe 0.50 O' -28' None None I Catch Basin (CB) is proposed 12" PE pipe (CB-I) in I cover south side of SE 170th St. B-C 12" PE pipe in conveyance 4.85' pipe 1.00 28' -None None Catch Basin (CB) appears to be in /S',c- 98-4\inB04 system in north side of SE cover 177.8' good condition and well l 70'h St maintained. C-D 12" PE pipe in north side of 7.60' pipe 0.44 177.8'-None None Catch Basin (CB) appears to be in SE 170th St to conveyance cover 246.6' good condition and well system in east side of 108th maintained. Ave SE D-E 18" PE pipe conveyance 10.80' pipe 0.53 246.6' -None None Storm Drainage Manhole (SDMH) system in east side of 108th cover 372.4' appears to be in good condition and Ave SE well maintained. E-F 172' -18" PE pipe convey 5.lO'pipe 0.50 372.4' -None None CB's appear to be in good condition sys in east sidel 08 111 Ave SE cover 544' and well maintained. F-G 23' -18" PE pipe 4.95' pipe 6.5 544'-None None CB 's appear to be in good condition conveyance sys in east cover 567' and well maintained. side 108th Ave SE G-H 86' -18" PE pipe 2.90' pipe 1.0 567'-None None CB's appear to be in good condition conveyance sys in east cover 653' and well maintained. side1081h Ave SE H-I 214' -18" PE pipe 2.96' pipe 1.1 653'-None None CB's appear to be in good condition conveyance sys in east cover 867' and well maintained. side108th Ave SE I-J 80' -18" CP conveyance 2.61' pipe 9.34 867'-None None CB' s appear to be in good condition sys in east sidel08th Ave SE cover 947' and well maintained. J-K 80' -18" CP conveyance 8.50' pipe 1.94 947'-None None CB's appear to be in good condition sys crossing to west side of cover 1027' and well maintained. 98-4\inB04 <s-c;/ 108m Ave SE & discharging to open channel K-H 714' -5' deep X 6' wide Channel banks -4.5 1027' -None None Channel follows the east side of channel heavily 1741' 108th Ave SE, then heads west and overgrown down the hillside. Channel is well- with briars defined & doesn't appear to top it's banks /sv<' 984\inB04 ~ :I: (!) jjj :I: z 0 U) z w m ~ <( fl) ~ 0 -~ G) C. .§ E ns i C. :::, g .c u .le ( en .... :c (!) iii :c z 0 en z w ID .. C. ~ ns e <C E ns i U) C. ::::> 2005 Surface Water Design Manual KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL KING COUNTY, WASHINGTON SURFACE WATER DESIGN MANUAL REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 1124/05 ·- KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner AILtEL Cnvr/Difu,,ll:5<.o I Phone 2-0 G ft<f 1c> fG, Address I os ol $£. 11:oTII ST 12'.id,lfo..J WA, '(80<:S:: l Project Engineer L~ l)c~co Company LO 'f IJfrtt' f,£11.I/Jf. '-'--'-;; Phone 1or-tJ12. ' ' -"' Part 3 TYPE OF PERMIT APPl.:ICATION ~Landuse~ Subdivison eo~ I UPD D Building Services MIF I Commerical / SFR D Clearing and Grading D Right-of-Way Use D Other Part 5 Pl.:AN AND REPORTINFORMATION ... Technical Information Report Type of Drainage Review Full , g (circle): Large •-i..brto't Date (include revision dates): Date of Final: . Part 6 ADJUSTMENT APPROVALS. . j Part 2 PROJECT LOCATION AND DESCRIPTION Project Name 'EEl".Jul' Jt,g,r,111r °FJAT DOES Permit# Ptf1-PF fZ' p'f Location Township _1~1~--- Range 5£ Section -~1~1~--=cc--- Site Address /9:',0I 5r {10Tlf sr b:NTof.l. w#i. q Boss- ... Part 4 OTHER REVIEWS AND PERMITS D DFWHPA 0 COE404 0 DOE Dam Safety D FEMA Floodplain D COE Wetlands D Other --- . . D Shoreline Management D Structural RockeryNaulU __ D ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): (!,:rlf-j -Modified I Small Site) ~, Date (include revision ,.,_, IS-I ()T dates): , Date of Final: Type ( circle one): Standard / Complex / ~eapplicatio / Experimental / Blanket Description: (include conditions in TIR Section 2) °t>CIW,.£T4.UM A,,/.t.'IHJ (t.lZ•J<.<-:i:) .>•Ti T"""""£1tl/Ni 1',1.1yJ:5 Date of Aooroval: 2005 Surface Water Design Manual I/l/05 I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes@ Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: &c,.,so., /.lu..1., Special District Overlays: (.otJS£11:-11tt1<>'4 1'-C.01.>J (J)fltp.oL. Me." Drainage Basin: 'B~O< 1lw1n. (DuwAlfJ.s1f -61£~/J S1;8B~r,r' Stormwater Requirements: 1i4.Mrtso PlYIIIM . Part 9 ONSITE AND ADJACENT SENSITIVE AREAS 0 River/Stream ---------- 0 Lake 0 Wetlands __________ _ D Closed Depression -------- 0 Floodplain-----------0 Other ___________ _ Part 10 SOILS Soil Type Slopes A~G ~-t'C" D High Groundwater Table (within 5 feet) 0 Other 0 Additional Sheets Attached 2005 Surface Water Design Manual 2 ... 0 Steep Slope ---------0 Erosion Hazard -------- 0 Landslide Hazard------- 0 Coal Mine Hazard------- 0 Seismic Hazard -------- 0 Habitat Protection-------0 __________ _ .. Erosion Potential S1-1c,H1' 0 Sole Source Aquifer D Seeps/Springs 1/1105 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL )( TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS . REFERENCE LIMITATION/ SITE CONSTRAINT D Core 2 -Offsite Anallsis 0 Sensitive/Critical Areas 0 SEPA 0 Other 0 0 Additional Sheets Attached Part 12 TIR SUMMARY SHEET lorovide one TIR Summary Sheet per Threshold Discharrie Area) Threshold Discharge Area: P'""-T r o . 111'1#\c. 'I (name or descriotion) Core Requirements (all 8 apply} , Dischar~e at Natural Location Number of.Natural Discharae Locations: Offsite Analysis Level: /_;)213 dated: 11.111:, , ,,., 'f ' . . ____ ...., Flow Control Level: 1 / 2 / 3 or Exemption Num~r ,.. '- (incl. facility summary sheet) Small Site BMPs J:>..n ~o · Pt PE. "1Y.U -Cttni. Conveyance System Spill containment located at: I Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phon-· ' Maintenance and Operation Responsibility: (Priva~ Public Yes 1t'N'~ If Private, Maintenance Lo~eauired: Financial Guarantees and Provided: -~ Yes ~ Liabilitv / Water Quality Type: \. Basic.,!' Sent Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. ti: Landscaoe Manaaement Plan: Yes /No) Soecial Reauirements (as annlicablel --Area Specific Drainage Type: CDA / SDO /MOP/ BP/ LMP I Shared Fae. I rane ) Reauirements Name: Floodplain/Floodway Delineation Type: Major I Minor I Exemption / tf(Jone ) 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2005 Surface Water Design Manual 1/1/05 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET --~- Oil Control High-use Site: Yes C,:) Treatment BM P: Maintenance Agreement: Yes ® with whom? Other Drainaae Structures Describe: C. 6t; V<Yl'I~ ~)'S'T'i.t'\ (Ptfl/Ur ~ /i,,!Sr STit,.,,T'-'~S) Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ! ClooM"' Um~ \gJ Stabilize Exposed Surfaces Cover Measures ~ Remove and Restore Temporary ESC Facilities Perimeter Protection ~ Clean and Remove All Silt and Debris Ensure ~ Traffic Area Stabilization Operation of Permanent Facilities Sediment Retention D Flag Limijs of SAO and open space D Surface Water Control preservation areas D Other D Dust Control l.!it Construction Seauence I, Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facilitv Summarv and Sketch\ Flow Control Tvae/Description Water Quality Type/Description D Detention D Biofiltration D Infiltration D Wetpool D Regional Facility D Media Filtration D Shared Facility D Oil Control izi: Small Site BMPs PEAf'. .f>tft I OOHf· D Spill Control D Other I C/la'f£. D Small Site BMPs fJ Other fi.4-><(\ -C...-1"£. 2005 Surface Water Design Manual 111105 4 KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSfTRACTS Part 16 STRUCTURAL ANALYSIS ~ Drainage Easement 0 Cast in Place Vault D Access Easement D Retaining Wall D Native Growth Protection Covenant 0 Rockery > 4' High 0 Tract 0 Structural on Steep Slope D Other 0 Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into thi worksheet and the attached Technical Information Report. To the best of my knowledge the inl ation 1'fovided here is accurate. h ,r o:,. 2005 Surface Water Design Manual 1/1/05 5 APPENDIXB BENSON HEIGHTS PL.AT 2-TIR 1 2/17/2007 PAGE: l 6 0~ l 9 KCRTS Command CREATE a new Time Series Project Location : Production of Runoff Time Series Sea-Tac Computing Series Regional Scale Factor : PRE.tsf 1.00 Data Type : Reduced Creating Hourly Time Series File Till Forest Loading Time Series File:C:\KC_SWDM\KC_DATA\STTF60R.rnf 0.39 acres Total Area 0.39 acres Peak Discharge: 0.031 CFS at 9:00 on Jan 9 in Year 8 Storing Time Series File:PRE.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Flow Frequency Analysis Time Series File:pre.tsf Project Location:Sea-Tac Loading Stage/Discharge curve:pre.tsf Frequencies & Peaks saved to File:PRE.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series DEV.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Till Grass Impervious Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R.rnf 0.18 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf 0.21 acres Total Area 0.39 acres Peak Discharge: 0.136 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:DEV.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac Loading Stage/Discharge curve:dev.tsf Frequencies & Peaks saved to File:DEV.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command exit KCRTS Program Flow Frequency Analysis Time Series File:pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.025 2 2/09/01 18:00 0.007 7 1/06/02 3:00 0.018 4 3/06/03 18:00 0.001 8 3/24/04 20:00 0 .011 6 1/05/05 9:00 0.019 3 1/18/06 21:00 o. 016 5 11/24/06 4:00 0.031 1 1/09/08 9:00 Computed Peaks Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.066 5 2/09/01 2:00 0.052 8 1/05/02 16:00 0.080 2 2/27/03 7:00 0.054 7 8/26/04 2: 00 0.066 6 10/28/04 16:00 0.070 4 1/18/06 16:00 0. 079 3 10/26/06 0:00 0 .135 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- -Peaks Rank Return Prob (CFS) Period 0.031 1 100.00 0.990 0.025 2 25.00 0. 960 0.019 3 10.00 0.900 0.018 4 5.00 0.800 0.016 5 3.00 0.667 0 .011 6 2.00 0.500 0. 007 7 1. 30 0.231 0.001 8 1.10 0. 091 0.029 50.00 0.980 -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0.135 1 100.00 0.080 2 25.00 0.079 3 10.00 0.070 4 5.00 o. 066 5 3.00 0.066 6 2.00 0.054 7 1.30 0.052 8 1.10 0.117 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0. 980 The difference between the Developed and Pre-developed 100-year Peak Flow for the total project area is 0.10 cfs, equal to the 0.1 cfs requirement for flow control exemption. Thus, formal flow control not required. APPENDIXC BENSON HEIGHTS PLAT 2-TIR 12/17/2007 PA13E 1 7 OF' 1 9 l'ff L" .!S.47 1 "' "! " "' '" l,;, "' '" ::.1 0 z -, S.E. 168TH STREET ~.~(:HfrER OF S!::C. 29 PER AFN 2C0.31 '. 24900010 C,3' zw ,=z ~o w~ ow~ ~o ~~~ 0.3~CFS PEAK 25-YEAR FLOW TO cf1fiFOR THE UPSTRfj~ AREA AS DETERMINED IN TH~~, SECTION i g c.,wlL! 0.. ul'l:J' 1:; . ,..-CST _! ~CD::j 'U 5'.:d)l:5~ ~ ~8 E.-4.Z . lz"ACS S / ELEVAT10N=425 99 ~ ':j ~ \,..,,. 10' UTl Ast~ttH ~ 'if 0 30 tTI:•<2 ,,., 0snt BENCHMARK ,, ,: 0 ;5 ,-:, 0 0-0 • • w I E.,..42 flji-'12"CMP H / TOP <Nffi BOLT FIRE: HYO ~1-Vl <i_ / •+tn«:::11-N ~ ~a.. ! / ~ .....,_ CB TYPE 1 v, < {I) RECORDING 9401101 S T • /I / , ~ [ TE-422An ~I~ -1.· l'liOE WALK AND UTILITY E SEMENT Jl !, ~ ca iw[ , 1 inch :: 30 ft. u o.;: 2s IE-·H4 21 12:AOS E 5 < f5 FlECOROlNG NO 9210021 71 c2 ~ i'E=42' 17 I / _ _ _ :?"1!a-21-1.2AOS S--' ---~~. ----· ----f---·---, --.-,~cc-" -.----· i '<;,.'/:::; ~, ,. __,,.,. .... 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' -;;,.,.....,-.. __ :Z_,;;u_ .\'!""'-'-+ ~v-., "..'"'?.:::: '_,~::.--~ 1L. ::o.::.a;( _,:,FJ1,< 1 ''· ;q; •:; \ ! ---_-:-=-::_.-:·i·:-.:~"'----=--=--:::w_ -~ ----:~_ .. :.:s-.~--____ ~-"_~-_-:::::~~~=·-=-~;e:---~---0 .:.~:::1' r= -~8---~~---------- ' §, +:~o}----1-,l,; --~~----,f"';;; -·····---ct 3 . -:!;---------,.;:-----::-;s ·t:·· ~ ,':,",.,l~ ,~1 R1t ",er• ,! i':i 12+es _ ,00 ;:J t},J.·~ / ,:~:.,,/ .-1 1; \!,, '13·0 t.1i:: "· ,, _; ~ ~ ;-.. .., • • -:1 z -00 -> .._") > ~ I ·1 o~\77 .. ~· I . h ' S89'49'2J w ... ,.m 'X Flow to Proposed CB #1 KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location: Sea-Tac Computing Series DEV.tsf Regional Scale Factor: 1.00 Data Type : Reduced Creating Hourly Time Series File Impervious Loading Time Series File:C:\KC_SWDM\KC DATA\STEI60R.rnf 0.21 acres Total Area 0.21 acres Peak Discharge: 0.099 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:DEV.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:dev.tsf Flow Frequency Analysis -------------------------------------------------------- Time Series File:dev.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:DEV.pks Analysis Tools Corrunand RETURN to Previous Menu KCRTS Command exit KCRTS Program Flow Frequency Analysis Time Series File:dev.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 0.051 7 2/09/01 2:00 0.099 1 100.00 0.990 0.044 8 1/05/02 16:00 0.076 2 25.00 0.960 0.062 3 12/08/02 18:00 0.062 3 10.00 0.900 0.052 6 8/26/04 2:00 0. 062 4 5.00 0.800 0.062 4 10/28/04 16:00 0.054 5 3.00 0.667 0.054 5 1/18/06 16:00 0.052 6 2.00 0.500 0.076 2 10/26/06 0:00 0.051 7 1.30 0.231 0.099 1 1/09/08 6:00 0.044 8 1.10 0.091 Computed Peaks 0.091 50.00 0.980 The total peak flow for the 25-year storm to CB#l is 0.38 cfs: • 0.076 including the new onsite impervious areas, frontage improvements and existing SE 170th Street road surfaces • added to 0.304 cfs for the upstream area (assuming it will be diverted to the street as discussed in the TIR, Section 2} ,-1-v Project Description Project File Worksheet Flow Element Method Solve For Input Data untitled. fm2 Pipe Capacity Check Worksheet for Circular Channel 25-yr Check -Pipe from CB#1 to Ex CB Circular Channel Manning's Formula Full Flow Capacity Mannings Coefficient Channel Slope Diameter 0.009 0. 005000 ft/ft 12.00 in Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 1.00 ft 3.64 els 0.79 112 3.14 ft 0.00 ft 0.81 ft 100.00 0.005067 ft/ft 4.63 ft/s 0.33 ft FULL ft FULL 3.91 els 3.64 els 0. 005000 ft/ft t.E:a'P Uf#_,:,'r' ,.s: 0,~8 C.'FSt... f'n.ov1')1!;J) (.ArlCtT't of l. <t ( Cf!: { OK. Academic Edition 12/16/07 04:14:28 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT0670B (203) 755-1666 FlowMaster v5.17 Page 1 of 1 APPENDIXD BEN BON HEIGHTS PLAT 2-Tl R l Z/1 7/2007 PAGE 1 8 OF 19 KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series ex.tsf Regional Scale Factor : 1. 00 Data Type : Reduced Creating Hourly Time Series File Till Grass Loading Time Series File:C:\KC SWDM\KC_DATA\STTG60R.rnf 1. 17 acres Impervious Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf 0.59 acres Total Area 1. 76 acres Peak Discharge: 0.527 CFS at 6:00 on Jan 9 in Year B Storing Time Series File:ex.tsf Time Series computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:ex.tsf Flow Frequency Analysis Time Series File:ex.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:ex.pks Flow Frequency Analysis Time Series File:ex.tsf Project Location:Sea-Tac Analysis Tools Command RETURN to Previous Menu KCRTS Command eXit KCRTS Program ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob ICFSI ICFS) Period 0.248 4 2/09/01 2:00 0.528 1 100.00 0.990 0.180 1/05/02 16:00 ~ 2 . 25.00 0.960 7 0. 304 2 2/27/03 7:00 0.261 3 10.00 0.900 0.170 8 8/26/04 2:00 0.248 4 5.00 0.800 0.211 6 10/28/04 16:00 0.246 5 3.00 0. 667 0.261 3 1/18/06 16:00 0 .211 6 2.00 0 .500 0.246 5 10/26/06 0:00 0.180 7 1. 30 0.231 0. 528 1 1/09/08 6:00 0.170 8 1.10 0. 091 Computed Peaks 0.453 50.00 0. 980 Project Description Project File Worksheet Flow Element Method Solve For Input Data Upstream -Limiting Pipe Capacity Check Worksheet for Circular Channel untitled. fm2 1 Circular Channel Manning's Formula Full Flow Capacity Mannings Coefficient Channel Slope Diameter 0.012 0. 005000 fVft 8.00 in Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.67 ft 0.93 els 0.35 ft2 2.09 ft 0.00 ft 0.46 ft 100.00 0.007573 fVft 2.65 fVs 0.11 ft FULL ft FULL 1.00 els 0.93 els 0.005000 fVft "f (OIIIPE.. (t,.r,c..,l'T.'T [ t .0 C.f S) f,i'.l«q)S i~ UQr!> C'-f"'C.,·n' (__o.SS Cff) 'fo(l 1ll-£:_ IOO-iQ. Sf "M'\, Ok if Academic Edition 12116/07 02:16:35AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vs. 17 Page 1 of 1 ,<i>~ APPENDIXE BENSON HEl13HTS PLAT Z-TIR l 2/ 1 7/2007 PAGE 1 9 OF' 1 9 LD Engineering, LLC Land Developtnent & Geotecmical Services 105 Harvard Ave E, Sutte 106, Seattle, WA 98102 Ph. (206) 412-6660 Fax (206) 709-7776 Email : lend@hotmail.com GEOTECHNICAL ENGINEERING STUDY BENSON HEIGHTS PLATS PROPOSED RESIDENTIAL DEVELOPMENT Location: 10801 SE 170™ ST & 17014108™ Ave SE RENTON, WA 98055 Prepared for: Cruz / Loranger September 18, 2007 By: \ I EXPIRES 3/31/ 08 , D ' ' ...... _______ , LD ENGINEERING, LLC 105 Harvard Ave. E, Suite #106 Seattle, Washington 98102 LD Job No. 2007-14 K.C. Parcels: 2923059026 & 2923059028 Cruz/Loranger Site Dear Sirs: This geotechnical report presents the results of our geotechnical soils evaluation of the above referenced project; see the Appendix, Site Vicinity Map for the project location. The 0. 78-acre project area includes two parcels one with an existing duplex and the other a single family residence, see the Appendix, Site Plan. The duplex will remain, while the residence will be demolished. A total of up to 10 new dwelling units will be developed. INTRODUCTION The project site (see the Appendix, Site Vicinity Map) is located on 2 parcels at the following addresses and information: PARCEL A: 10801 SE 170th St, Renton, WA 98055 KING CO Parcel 2923059026 (R-18) PARCELB: 17014 108th AVE SE 98055 KING CO Parcel 2923059028 (R-18) The site is located in: A PORTION OF NW 1/4 OF THE SE 1/4 OF SECTION 29-23-5 KING COUNTY, WASHINGTON The site is located within the Duwamish -Green River Watershed, located just downgrade of the ridge line that defines the drainage basin in the Benson Hill vicinity. The Appendix, USGS Site Location Map shows the site in relation to the ridgeline and other features. The 0. 78-acre project area includes two parcels with an existing duplex (Parcel A) and single family residence (Parcel B), refer to the Appendix, Site Plan. The duplex will remain, while the residence will be demolished. A total of up to 10 new dwelling units will be developed. Four new units are proposed for Parcel A with driveway access directly off SE l 70'h Street. The six units proposed for Parcel B will have driveway access off a proposed interior drive accessing 108'h Ave SE. The site is bounded by Benson Road (I 08'h Ave SE) to the west, SE 170th Street to the north and a single family residence to the east and south, zoned R-12 and R-18, respectively. The majority of the site is flat while an existing concrete retaining wall and hill slope, each with a maximum 4-foot relief separating the two parcels. The southeast site corner slopes at I 0% slope upgrade from west to east with a maximum 6-foot relief. SCOPE OF WORK The purpose of our services is to evaluate the site soils conditions as a basis for assessing the soil suitability for proposed site structure foundations, road surfacing and subgrade and infiltration recommendations. Specifically, our scope of services for this project includes the following: 1. Review of available soils, geologic, topographic information regarding the subject site and adjacent areas with particular emphasis on subsurface information. LD Engineering LLC 2 Cruz/Loranger Site 2. A surface geologic reconnaissance of the site and adjacent areas to identify relevant information. 3. Excavate 6 test pits to a maximum depth of 10 feet below ground surface to evaluate the subsurface soil condition. 4. Preparation of a geotechnical report providing our observations of soil conditions at the site pertinent to the proposed foundation work and providing our opinion as to the adequacy of such development. We will also provide criteria for allowable on-site drainage disposal solutions, if feasible. A summary of our findings will be included in a written report along with recommendations and the report will be suitable for submittal to King County with the permit application. If the subsurface conditions are significant, we will also provide a recommendation and cost for additional studies, which may include subsurface explorations such as mechanical soil borings or additional backhoe test pits and an engineering analysis of foundation soil stability. 5. Additional services that may be requested by you and agreed to by LD Engineering LLC. SITE CONDITIONS The project comprises two adjacent parcels. each measuring approximately 212' X 80'; see the Appendix, Site Plan. The highest and lowest site elevations are 428.19' and 415.69' at the southeast comer and midpoint of the southern property line of Parcel B, respectively. The topography of Parcel A is nearly flat, sloping slightly to the west or south at a maximum of 3% slope. Parcel B slopes from the north, east and west to a local low point located near the midpoint of the southern property line. There is a 10% maximum slope at the site southeast comer, while the central portion of the site slopes at 4%. A duplex and paved parking area exists on Parcel A, while a single-family residence with gravel parking area and 4 sheds occupies Parcel B. The majority of each property is vegetated with grass, while the back comer of Parcel B has an area of brush. No evidence of erosion was observed at the site at the time of our site observations. SUBSURFACE EXPLORATIONS Our subsurface explorations were performed on June 16, 2007. A total of six (6) exploratory test pits were excavated by a backhoe to characterize subgrade conditions of the property. The test pits were extended to 10 feet below ground surface (bgs) with the locations shown on the Appendix, Site Soil Test Pit Location Map. The soil observed in the test pits is shown on the accompanying exploration logs in the Appendix. Exp !oration locations were determined by tape measurement from available reference points and should be considered accurate only to the degree of the method employed. Exploration elevations were established by a site topographic survey. Samples obtained from the explorations were placed in airtight containers and transported to a soil testing laboratory for further examination. Particle Size Gradation and Water Content Tests were performed on five samples with the results presented in tabular and graphical form in the Appendix. Generally, the site soil is characterized as silty sand encountered throughout the majority of all six (6) boring depths. LD Engineering LLC 3 Cruz/Loranger Site GEOLOGY AND SUBSURFACE CONDITIONS General Geology The geology of the site and surrounding area as taken from the USDA Soil Conservation Service is as follows: Map Unit Description - King County Area, Washington AgC-Alderwood gravelly sandy loam, 6 to 15 percent slopes Hydrological Group C Map Unit Setting - * Elevation: 50 to 800 feet * Mean annual precipitation: 25 to 60 inches • Mean annual air temperature: 48 to 52 degrees F * Frost-free period: 180 to 220 days Map Unit Composition - * Alderwood and similar soils: 95 percent • Minor components: 5 percent Description of Alderwood - Setting * Landform: Moraines, till plains * Parent material: Basal till with some volcanic ash Properties and qualities * Slope: 6 to 15 percent • Depth to restrictive feature: 24 to 40 inches to dense material * Drainage class: Moderately well drained * Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) * Depth to water table: About 24 to 42 inches * Frequency of flooding: None * Frequency of ponding: None * Available water capacity: Very low (about 2.5 inches) Interpretive groups * Land capability (nonirrigated): 4s Typical profile * 0 to 12 inches: Gravelly sandy loam * 12 to 27 inches: Very gravelly sandy loam * 27 to 60 inches: Very gravelly sandy loam LD Engineering LLC 4 Cruz/Loranger Site Minor Components Norma * Percent of map unit: 1 percent * Landform: Depressions Bellingham * Percent of map unit: 1 percent * Landform: Depressions Seattle * Percent of map unit: 1 percent * Landform: Depressions Tukwila * Percent of map unit: 1 percent * Landform: Depressions Shalcar • Percent of map unit: 1 percent * Landform: Depressions LD Engineering uc 5 Cruz/Loranger Site Subsurface Conditions Parcel A is overlain by approximately 2 feet of fill consisting of moist, medium dense, brown silty sand with intermittent stones and rubble, while silty sand with organics comprises the first foot of topsoil on Parcel B. Below the fill/topsoil a medium dense layer of brown silty sand with gravel extends to approximately 3.5 feet bgs. From 3.5 feet bgs to the 10 foot maximum depth of all the borings, dense to very dense, gray silty sand with gravel was encountered. A gradation analysis performed on the silty sand soil samples indicate a silt/sand content ranging from 27% to 40%. Ground Water Groundwater was not encountered in any of the three Parcel A test pits, but was encountered in all of the Parcel B test pits at approximately 3.5-feet bgs. A limited amount of shallow groundwater appears to be perched on top of the dense layer of silty sand in the vicinity of and at the base of the slopes on Parcel B. Infiltration tests were attempted in each of the pits, but were abandoned since the dense layer of silty sand at approximately 4 feet did not allow percolation of standing water after sufficiently long periods of soaking. With respect to hydraulic conductivity the high silt/clay content results in a soil that behaves more like silt or clay and thereby a very low permeably. Therefore, we do not recommend onsite infiltration as a means of stormwater discharge. CONCLUSIONS Based on the results of our site reconnaissance, data review, and subsurface explorations, it is our opinion that the site is suitable for the proposed multi-residential development. Based on the soils encountered and our understanding of the proposed site development, conventional earthwork and foundation support is feasible at the site provided that necessary precautions are taken for the perched, shallow groundwater encounter in the vicinity of the site low point. The high silt/clay soil content will make use of the site soil as fill difficult under wet seasonal conditions. We recommend that the contractor grade the site in as dry a period as possible, especially if the site soil is to be used as fill and be experienced in working with shallow ground water conditions. Conventional foundation support may be utilized for the structure. Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed development are presented below. LANSLIDE -EROSION HAZARD AREA Classification The King County Ordinance defines a landslide hazard as 1) one containing slopes equal to or greater than 30% with more than a IO-foot vertical relief and containing soils described by the Soil Conservation Service (SCS) Soil Survey as having "severe" limitation for building site development due to slope. There are no SAO Landslide Hazards mapped on the King County Landslide Hazard Areas map (see the Appendix) in the vicinity of the site. The maximum site slope is I 0% and the soil rating is "somewhat limited" for a building site without a basement. The soils at the site are mapped as "AgC-Alderwood gravelly sandy loam" throughout the entire site, refer to the Appendix, SCS Soil Survey. The Alderwood soils are LD Engineering LLc 6 Cruz/Loranger Site described as having a slight erosion hazard. Therefore the site soil does not meet the technical criterion for either landslide or erosion hazard. Slope Stability Based on our field observations, explorations and experience with the soil type and site conditions, the site soil is generally stable relative to deep-seated slide failure in its present configuration. SEISMIC -LIQUEFACTION Seismic event following an earthquake generates vibrations within soil particles and results in complete loss soil strength. This phenomenon is called Liquefaction and it mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. Based on our review of the subsurface conditions, we conclude that the site soils are not susceptible to liquefaction. The near surface soils are in a dense, cemented condition and of a glacially overridden nature. Although a limited perched water table was encounter at the low portions of Parcel B, site soils were not saturated at depths below 3.5 feet. Shaking of the already dense soil with subsequent excess pore pressure is not apt to produce a denser configuration. EARTHWORK Site Preparation All areas to be graded/excavated should be cleared of deleterious matter including any existing structures, foundations, abandoned utility lines, debris and vegetation. Graded areas should be stripped of any forest duff and organic-laden soils. Based on the explorations at the site, we estimate that stripping on the order of 4 to 12 inches will be necessary to remove the sod, root zone and surficial soils containing significant organic material. Areas with deeper, unsuitable organics should be expected in the vicinity of depressions or heavy vegetation. These materials may be stockpiled and later used for erosion control and landscaping/revegetation. Materials that cannot be used for landscaping or erosion control should be removed from the project site. Where placement of fill material is required, the exposed subgrade areas should be compacted to a firm and unyielding surface prior to placement of any fill. We recommend that trees be removed by overturning in fill areas so that a majority of the roots are removed. Excavations for tree stump removal should be backfilled with structural fill compacted to the densities described in the "Structural Fill" section of this report. We recommend that a member of our staff evaluate the exposed sub grade conditions after removal of vegetation and topsoil stripping is completed and prior to placement of structural fill. The LD Engineering LLC 7 Cruz/Loranger Site exposed subgrade soil, especially in the area of fill on Parcel A should be probed with a 1/2-inch- diameter steel, as appropriate. Any soft, loose or otherwise unsuitable areas delineated during proof rolling or probing should be recompacted, if practical, or overexcavated and replaced with structural fill, based on the recommendations of our site representative. Any organics encountered in the fill should be removed. Structural Fill The brown silty sand and organics encounter in the top 6" to 12" below the surface should not be used for structural fill, but is suitable for use in landscaped areas. Due to the high content of silt/clay ranging from 27% to 40% in the underlying silty sand, we recommend that site grading occur during a dry seasonal period. The soil will be highly sensitive to moisture and therefore difficult to compact wet of optimum moisture content. All fill material/trench backfill should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90 percent ofMDD (maximum dry density as determined in accordance with ASTM D-1557) to within 2 feet of subgrade and 95 percent MOD in the upper 2 feet. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. We recommend that our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend use of well-graded sand and gravel with less than 5 percent (by weight) passing the No. 200 sieve based on that fraction passing the 3/4-inch sieve. If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a higher (up to 10 to 12 percent) fines content will be acceptable. Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 6 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. Cut and Fill Slopes All job site safety issues and precautions are the responsibility of the contractor providing services/work. The following cut/fill slope guidelines are provided for planning purposes. Temporary cut slopes will likely be necessary during grading operations. As a general guide, temporary slopes of 1 .5 to 1 (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium dense condition. Temporary slopes of 3/4 to 1 or flatter may be used in the unweathered dense to very dense sands and gravels. LD Engineering uc 8 Cruz/Loranger Site These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs. We recommend a maximum slope of2 to 1 for permanent cut and fill slopes. Where 2 to 1 slopes are not feasible, retaining structures should be considered. Unretained fill material placed on slopes that are steeper than 5 to I should be "keyed' into the undisturbed native soils by cutting a series of horizontal benches. The benches should be I Yz times the width of equipment used for grading and a maximum of 3 feet in height. Subsurface drainage may be required in seepage areas. Surface drainage should be directed away from all slope faces. Some minor raveling may occur with time. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. FOUNDATION SUPPORT We recommend that spread footings for any residence be founded on medium dense or denser native soils or on structural fill that extends to suitable native soils. The soil at the base of the excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or recompacted, as appropriate. A representative from our firm should observe the foundation excavations to determine if suitable bearing surfaces have been prepared, particularly in the areas where the foundation will be situated in fill material. Perimeter foundations exposed to the weather should be at a minimum depth of 18 inches below final exterior grades. Shallow groundwater at the site requires that the footings must be placed above the ground water level. We recommend that spread footings for residence be founded on structural fill that extends to suitable native soils if the shallow ground water level is below the footing elevation. We recommend a minimum width of 2 feet for isolated footings and at least 16 inches for continuous wall footings. Footings founded as described above can be designed using an allowable soil bearing capacity of2,000 psf (pounds per square foot) for combined dead and long-term live loads. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the base of footings or floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 300 pcf (pounds per cubic foot). Factors of safety have been applied to these values. We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for the anticipated load conditions, with differential settlements between comparably loaded footings of Yz inch or less. Most of the settlements should occur essentially as loads are being applied. However, disturbances of the foundation subgrade during construction could result in larger settlements than predicted. LD Engineering u.c 9 Cruz/Loranger Site FLOOR SLAB SUPPORT Slabs-on-grade (garage or floor) should be supported on medium dense or denser native soils or on structural fill prepared as described in the Structural Fill section of this report. We recommend that floor slabs be directly underlain by a minimum 4-inch thickness of coarse sand and/or gravel containing less than 3 percent fines. The drainage material should be placed in one lift and compacted to an unyielding condition. A synthetic vapor barrier is recommended for the control of moisture migration through the slab, in particular where adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier and immediately below the slab to protect the liner during steel and/or concrete placement. A subgrade modulus of 400 kcf(kips per cubic foot) may be used for floor slab design. We estimate that settlement of the floor slabs designed and constructed as recommended, will be Vi- inch or less over a span of 50 feet. PAVEMENT AREAS Pavement area subgrades should consist of compacted structural fill. All loose material and material containing organic material should be removed from pavement subgrades and structural fill should be placed up to pavement subgrade. The grade should be brought up by placing and compacting structural fill to 90 percent of the material's maximum dry density, except for the top I-foot which should be compacted to 95 percent (ASTM Test Designation Q-1557 -Modified Proctor). We recommend placing a 4 inch thick base of crushed rock minus (5/8" or 1 1/4 directly below the driveway pavement above the compacted structural fill. The native soils encountered at the site during our subsurface exploration program appeared to be compact below 1 foot and are likely to be acceptable for structural fill. Density tests can be conducted in these areas provided that an applicable proctor compaction test has been conducted. A proof-roll test may also be acceptable for confirming the firm and unyielding state of the pavement subgrade. A proof-roll test consists of a LD Engineering, LLC representative monitoring a fully loaded dump truck or large steel drum roller rolling over the subgrade to observe any deflection of the pavement subgrade. SITE DRAINAGE All ground surfaces, pavements and sidewalks should be sloped away from the residence and associated structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, catch basins and then dispersed into vegetated areas, and/or conveyed to the site's stormwater discharge system. We recommend that conventional roof and footing drains be installed for structures. The foundation drains and roof downspouts should be tightlined separately to an approved discharge system. LD Engineering LLc 10 Cruz/Loranger Site Drainage from the driveway area should be sheet flowed to the adjacent vegetated portions of the site and/or conveyed offsite by a drainage system. We do not recommend onsite infiltration due to the low permeability soil that underlies the site. LIMITATIONS We have prepared this report for use by Cruz/Loranger, and members of their design team, for use in the design of a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report conclusions and interpretations are based on data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No other conditions express or implied, should be understood. Sincerely, LD Engineering, LLC ~f~-L Leonard Difrancesco, MS, PE Principal LD Engineering uc 11 Cruz/Loranger Site Site Vicinity Map LD Engineering LLC 12 CruzJLoranger Site 0 0.7 1.4 2.1 2.8 3.5 KR * M IG1 USGS Site Location Map LD Engineering LLC 13 Cruz/Loranger Site NaturalR~ Conservation Ser.tee Seil Map-King County Alea. Washlngtoo Soil Map-King County Area, Washington Map Unit Legend ·.·· ' AgC >. -· Alderwoodgmvelly sandy loam, 6 to 15 percent slopes j Totals fa Hee cif Interest (AOI) LD Engineering LLC ,, 1.1 100.0% 1.1 i 100.0%] 9/13/2007 Page 1 of3 14 Cruz/Loranger Site So1I Map---KJng Coonty lvea. Washlrigton MAP LEGEND MAP INFORMATION LD Engineering ccc Area al lnlsnt IAOIJ Nffol'l'Drflt(AOII -· ... D SciilMopUnb S,,.d•-ntFnmres ~ -" --Pit * "'' ... • Cbs9II D,,ponlan X a..-lPit G,,.....,Sp;,t 0 ~- A C,,, FlM .. ··~ ~ Mlnt0#0!.1111)' • Mluallllnaousw.titr • "-rlMlalW..r Rock OUll:rop + s.111, Spot """"" -S......ttj E!odad Spot • ...... I> ~orSlp • Sod• SfoC s Sj>ail ...... • _.,. Nalunl Resourcn COfl!.anralloo Sarvlce a, V•"I Sta,ySp,ot t W.tSpcl "'"· llpoldld Wn• ,e111uru 'S ~" ,::~)' Short S1e1p$lop,1 ~:, "'""' PolfllclllFutures MvnlclpltlldOl"I • C~ies E:l IJrbanAJon 'WINlrFea=s • OcNm Slr~orn• and Canals Tnnspoftllt!on m Roi, ·--illl,or<totoH1gtr..ay• N US Routn Slllt,, H,~nwo)'> & Coca.I Room. '".;:; Ott,,.. Rauh Ot1gfnal sol survey map -Sheets '«*ft prepared rd publleaUon scale. '-'ewinO scale and pnn~g scale, hawev«. may vary from lhe original. Plo,ase rel'jon the blirs,:ele on each map shel!lt ra proper map measurem«il$. SOI.Re of Map· NIIWl't.l Resources Conservabon Selvk:e Web Sell Sllrvey URL: hltp:l,webSClllsurvey.nrcs.usda.gov Coonllnat.e System: UTM Z,;,ns 10N Th1$product Is generated 1rom the USDA-NRCS certlf111d d&t11 115 of the version dat,a{~) lsted below. Soi SUIY9~ Plea: King Coonty Area. Wa'StlingtQl'l 51.Jrvey l'<H Dita: Version 4, Nev 21. 2006 Oatlll(s) aeiial lmt,ge:1 wen= phot01J11phed: 7110fl990: 7/16/1990 Theo crlhoplloloorother ba~ map m whle:h the $cil Jnern••r• eOOlllled and dl~tl:ad prooably dffen; !n:im thebaekgC1Jnd lmagmy cbplay,,d oo these map$. f,.$ 1 rasut, some minor shifting of map 11nll bcundartes may be e>Adent. Web Sell Survey 2.0 Nallonal Cooperattve Soll survey 9,11~7 Page2d3 15 Cruz/Loranger Site L_\J./ .... 1 : ! I ' . ~· King County Landslide Hazard Areas Map LD Engineering ,,c 16 Cl) z 0 -~ (.) 0 .....J u.. 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Jll>No.•>-14 :\:;,.·=--~ ... :·""'"=-•4'~',1.1 2'3 Particle Size Distribution Report -ASTM D 422 801: I'll'',"({;, I 1·1 I : I' I : : I· I i I 11 701-++-+->--t++l+t-ll,_: -J-i-+i-'"-1!+• f++-.!i_~' ..:._i c-!-+--+! µ" +1--µI '+--!---'---t-----i-' ---4-l-li'i--+--l---l-+-+--J..1.+i-!--1---l-t-t--l 1: 1: i!J1 1 II: 1', i1i I I I ffi 601-+t-b--H+t-t--H:-+----fl,--: --:-it' t-++-H-' +-+'..........i-~, ot-H+H--t-'-----+f+H++-+-+---l+l+++-+--+-+1--l ~ 50 H---+-1 +-;I :-----++#++- 1 -!;-+, -'--*, ~: +l---1 4-!----1-+--l---l ----'.I j;i...j..~1--!-i, IV-i--+: ...i....___ij_j.LLL.LJ_____L__I ----4++--1---'-+-+--+-I -I i 40 t-+-+-. --11-,--f1 ++H-++,, -+i -,-1,--'-f+-:JH-111-Hl"--i: 1--+-___LI _---'--!: l'l--+--l--l--,'1-------l---''---': 1.---'----'l' -l--l'l--lc-1--+-l-----l--, --!+H--l--l--f-+--l--------1 a. 30 H-+----+--'----++I ++++-I H: ---'---1: i'-------+--+1:+++l l++J:--'----'-----'----1 ----'-!;II ++++---+-c-+\(~· ~· ++++-I i--+--i',-----f+++++++--+----1 I I I, i: 'I 1·:·: l:t I 11' ! ; I, : I 1: I I 1·1 I I I I i I I I 1 : 11 1: ! : 1: ' i : : I I 20 Ii I : I I I '1 : 1· I 'I j ill.,.' II : : I! I J: • : i' ' 101-+--t----t---e-----f+-l't-t-+~·,-'' +1 _,__' -+'----;'~i+'' +++'-+-----'----'----++l'':-l-+-+4--+---+---s---'1+1'++-'i---+--+--+--+++-t-t-+-+--+--+-------1 0 I I I : I I 1 11: I Ii I:[ I I 1: I I I I ; I q I I I I I 500 100 10 % COBBLES % GRAVEL 0.0 28.9 SIEVE PERCENT SPEC.' SIZE FINER PERCENT 2 in. 100.0 L25 in. 92.1 l in. 92.1 0.75 in. 86.4 0.625 in. 85.2 0.5 in. 80.0 0.375 in. 77.3 0.25 in. 73.7 #4 71.1 #10 64.5 #40 53.8 #100 35.1 #200 26.5 . (no spectficauon provided) Sample No.: 3267 Sour Location: Cruz Site, H Checked B : W. Hansen OTTO ROS PASS? (X=NO) 1 0.1 O.Q1 0.001 GRAIN SIZE -mm %SAND %SILT %CLAY 44.6 26.5 Soil Description Submitted Sample #3267 (Sample A): Brown silty sand with gravel Atterberq Limits IASTM D 43181 PL= NT LL= NT Pl= NT uses= sM Das= 15.7 D30= 0.103 Cu= Classification AASHTO= A-2-4(0) Coefficients 0 60= o.799 D15= Cc= Date Tested: 6/19/2007 Tested By: A. Duong Remarks Classification (ASTM D2487) Natural Moisture (ASTM D2216): 16.7% Test Equipment ID: 5 Date Sampled: 6/1812007 Elev./Depth: from 2 feet & ASSOCIATES, INC. Client: LD Engineering, LLC Project: Cruz/ Loranger Residence Renton Pro·ect No: 07-426 Particle Size Distribution Report · ASTM D422 • .S: ' ., 1 .S ., • " 0 g ~ g ~ ~ ? ~ 0 0 0 ~ " -; . ij i ll ; " ~ 100 ' ' II Ii i: 11 I : I i I : :, I I I I i I I I 1 I I I I I ,,, /: : i I I i 11 I : i ,' 90 : .~ I /: I I -- : i ) 1;l.. . : : : BO : I I : : ,, i: Ii 1t I; I : ' : !1 I ..__I: , I : : i 70 : : I' ! I I. ' I : ' j: I I! ' 0:: I I : LiJ 60 : : I z ' I ,: I \ 11111 I u: I i' f-50 I Ii ! I: ~ z I ' ! :ji 111: i, I: i I I' I LiJ : 11 ' tJ ' i I : ' ,, ' \I 0:: : I I '' : : UJ 40 '' 0.. I I I I I: N I I : I' i: I i I: 30 i: I ' I 1 11' i i' I I I I I I i! I' : 20 ' j I' I 1: : I I! I : 11: I I I I , I I I: : I : 10 !: '' I : I I ,, I I: '' 1:1 11 1 I i : 11 : I I : I :1 1, I I 1, I I I I I 1: I ' 0 I: ' ' I I 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm % COBBLES % GRAVEL %SAND %SILT I %CLAY 0.0 21.0 50.3 28.7 I SIEVE PERCENT SPEC." PASS? Soil Descrt12tlon SIZE FINER PERCENT (X=NO) Submitted Sample #3268 (Sample B): Gray silty sand with 2 in. 100.0 gravel 1.25 in. 93.2 Atterberq Limits IASTM D 43181 I in. 93.2 0.75 in. 92.5 PL= NT LL= NT Pl-NT 0.625 in. 91.1 Classification 0.5 in. 88.1 0.375 in. 85.2 USCS= SM AASHTO= A-2-4(0) 0.25 in. 81.3 Coefflci!!nts #4 79.0 #JO 73.3 Das= 9.32 D6o= 0.393 D50= 0.246 #40 61.4 D30= 0.0827 D15= D10= #JOO 39.2 Cu= Cc= #200 28.7 Date Tested: 6/20/2007 Tested By: P. Kanikkeberg Remarks Classification (ASTM D2487) Natural Moisture (ASTM D2216): 15.6% Test Equipment ID: 5 X (no specification provided) Sample No.: 3268 SouY~Jall: Date Sampled: 6/18/2007 Location: Cruz Site, Hole 2 ,JJ, , Elev ./Depth: 3 feet Checked Bv: W. Hansen V . ,l'T1!1e: Proi eel Manaeer OTTO ROSEf{ALJ r Client: LD Engineering, LLC Project: Cruz/ Loranger Residence & ASSOCIATES, INC. Renton "2..s Prolect No: 07-426 Particle Size Distribution Report · ASTM D 422 _; .5 • ., • ~ " _; 0 • M N -~ ; --10 0 I I :1 t' . 'f\.. ~ I: I I I : 11 I ' I • I 9 0 I I : 11 11 I : I : i I. I : 11 8 0 I I I: 1 11 · I j I I I 70 I : I I I Iii I Ii : I : 0:: I : : UJ 60 I 11 II z i : U:: I: ! ' I-I : 50 I z I !I I I UJ I I ,, I u : er: UJ 40 I a_ !111 I • I I 1: 30 !: I: I I I 11 I I: 'I : : 1: I i: i 1: I I I " : i: 20 I i {I i r 11 ! I I I i' : I 10 ' " 1: I i I I' 11 I ,. I I I I• : 0 I I I: 500 100 10 %COBBLES 'lo GRAVEL 0.0 10.8 SIEVE PERCENT SPEC." PASS? SIZE FINER PERCENT (X=NO) 1.25 in. 100.0 I in. 100.0 0.75 in. 99.0 0.625 in. 96.9 0.5 in. 94.5 0.375 in. 92.9 0.25 in. 90.7 #4 89.2 #10 84.9 #40 74.5 #100 50.4 #200 38.0 . (no specificatmn provided) & ASSOCIATES, INC. 0 0 g ~ 8 e 0 ~ N ~ ; ;; ;; N . • • I I 1111 I i 111 I I I I I ', I I I ' I I Nii I : I I : I I. I I I • I ! : ' \ : : 'I I :1 I i\ I I : "1 : : ' ' I : I : I : '• I I : I I I ' I : ' : I I : I I : I .I I I I I 1 0.1 0.01 0.001 GRAIN SIZE-mm %SAND %SILT %CLAY 51.2 38.0 Soil Description Submitted Sample #3269 (Sample C): Gray silty sand Atterbera Limits (ASTM D 4318) PL= NT LL= NT Pl= NT Classification USCS= SM AASHTO= A-4(0) D50= 0.147 D10= Date Tested: 6119/2007 Tested By: A. Duong Remarks Classification (ASTM D2487) Natural Moisture (ASTM D2216): 14.7% Test Equipment ID: 5 Title: Pro'ect Mana er Client: LD Engineering, LLC Project: Cruz/ Loranger Residence Renton Pro·ect No: 07-426 Date Sampled: 6118/2007 Elev./Depth: 10 feet Particle Size Distribution Report -ASTM D 422 ' 0 100 i i I I 1: N.I; : I ' / I I I • : i I' 90t-t--t- 1 -----+--'I ---++-f'l-1: f..+-1-+-11.~ -t-'' '-'!'sl',-----;--j;J-J++-f-il: ____,1----+--I ~++-J.--1-~i-l---,-· --4+1:·~1-+----l------++i-l--1-l--1--l---+~I 1 i'j'\''N, :1 . 801-t-1--.+-'----++I -f+-+-1---1 1'---1-'--1!'---: t....+,,:J-1-l..l-t ·./:+1 +---+--~,, :. -1-l-!--:.J-~_;___;j.J-1')..j. --l.-!---+------l-------------l-l-l-l-1-1--i---l----.l-_____j 70l--t--t---t--'----f++-l-+-l--1'--l-'---f'''----:--\:J-l-J 1 'i,J;!-+!+I --i--_ll.j;j'.++-+-it--!-i--1----i.--il+-H~+-+---+---.j.j..J...1-+-i----l---l----l-------l ffi 601t-t-t--t--,--ttt+' i tt+-i'-'-1' +--'--81! +++ 1 -H "'~+: ~+fl-i ' l++-+--:1 ~-+H+f-l++----l---1++++-i-++--l--l ~ I I, I I : ! ! ! --.... ~ I I t-z 50 '-+-' +-~---1-l-fl--4--N--'-"----'--*+-4+4_1i__1i_~W¥---W'_L_-i.--]-!..!.;.41-L!-++-~W-;--+-+--I ~ ': I I I i\ I I i 11· I I ~I' : : I I w 40 <-t++-;.--+tH-t+-fi-+H--''-fl+mH-+-+-+8-+l-+-+'' ---i\-f---'--'l+-8-++-+-+--l-----l-l-l+i+l--+---l---i 0.. I ·.: I II : Ii 1: I I I \ '\ ·. i Ii i I • I , I l 0 I 500 100 10 %COBBLES %GRAVEL 0.0 32.0 SIEVE PERCENT SPEC.' SIZE FINER PERCENT 2 in. 100.0 l.25 in. 94.1 1 in. 94.1 0.75 in. 89.0 0.625 in. 86.3 0.5 in. 80.8 0.375 in. 76.4 0.25 in. 71.2 #4 68.0 #10 60.9 #40 48.7 #100 29.2 #200 20.8 -. (no spec1ficat1on provided) Sample No.: 3270 Location: Loranger Site, Checked B : W. Hansen OTTO ROS PASS? (X=NO) I I I I I Q.001 11 I 0.01 1 0.1 GRAIN SIZE -mm %SAND %SILT %CLAY 47.2 20.8 Soil Description Submitted Sample #3270 (Sample E): Brown silty sand with gravel Atterberg Limits /ASTM D 4318) PL= NT LL= NT Pl= NT USCS= SM D55= 15.0 D30= 0.158 Cu= Date Tested: Classification AASHTO= A-1-b Coefficients 0 60= 1.11 0 50= o.464 D15= D10= Cc= 6/20/2007 Tested By: P. Kanikkeberg Remarks Classification (ASTM D2487) Natural Moisture (ASTM D2216): 14.2% Test Equipment JD: 5 Date Sampled: 6/18/2007 Elev./Depth: 3 feet ~le: Pro'ect Mana er & ASSOCIATES, INC. Client: LD Engineering, LLC Project: Cruz/ Loranger Residence Renton Pro·ect No: 07-426 Particle Size Distribution Report -ASTM D 422 0 8 ~ 8 0 • • ~ • < • I I I I ' I : i I 10 0 ! I I I l ' i ' I 9 0 ! I : 8 o I I I 7 0 0:: I I ! I 'I I ' ! I I 11 ,I I I Ii: ' 'T i ' " i I : !I 1:I i ,: ,: : 1: I 1: I f i 1: i ,: I ji ,, I ,: 1: I: ! I ,, I I j: ,: !: Ii 1· ' , ! I ! I I : 1: : : ~. 1 1·11 l ii:~ i. i ,:! ' i !:1 I ' ' ii i : I : I : ' I 11: , ! • 1 11 ! ·~ I 11 ! ,' !:1 ! ,, '· ''I : i: i• i 11 ' UJ 6 0 i II I I I : \ z u:: I-z UJ (.) 0:: UJ a. : 50 40 I 30 i I I 20 : I : I: ,, I !' Ii 11 ,1,. I I I I 1 1 • I '' I : ;: I : ': , • ' 1 I I ' ' ' I i ' ' I , , ! I: ' ! I : : : : : ' 11 '\ I • II : I • I : : I I I ' I I 0.01 0.001 1 1 I• 1 1 I : Ii I 1 1 : : I Ii !: ! , : 1-+-t---+I ~I I f++-1 +-+I I '-+-I --'-+' i:+-H---1 !. I I l l-+-+--1---~-H---!-4-+-;..+--.;..---;-H-M-++-f--+--+-------+++++-++-+--+--1 I i I I 1 l I : I 500 100 10 % COBBLES % GRAVEL 0.0 8.3 SIEVE PERCENT SPEC." SIZE FINER PERCENT 2 in. 100.0 1.25 in. 100.0 I in. 100.0 0.75 in. 97.6 0,625 in, 97.6 0.5 in. 97.0 0.375 in. 95.2 0.25 in. 93.2 #4 91.7 #10 88.1 #40 77.7 #100 52.5 #200 39.7 • (no spec1ficataon provided) Sample No.: 3271 Location: Loranger Site, H e Checked B : W. Hansen OTTO ROS PASS? (X=NO) 1 0.1 GRAIN SIZE -mm 'lo SAND 'lo SILT 'lo CLAY 52.0 39.7 Soil Description Submitted Sample #3271 (Sample F): Gray silty sand Atterberq Limits (ASTM D 43181 PL= NT LL= NT Pl= NT Classification USCS= SM AASHTO= A-4(0) 0 85= o.778 D30= Cu= 0 50= 0.134 D10= Date Tested: 6/1912007 Tested By: A. Duong, P. Remarks Classification (ASTM D2487) Natural Moisture (ASTM D2216): 15.0% Test Equipment ID: 5 Kanikkeberg Date Sampled: 6/18/2007 Elev./Depth: IO feet & ASSOCIATES, INC. Client: LD Engineering, LLC Project: Cruz/ Loranger Residence Renton Pro·ect No: 07-426