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Home My WebLink About03595 - Technical Information Report mm1 tV I VI In TECHNICAL INFORMATION REPORT FOR AZURE RIDGE APARTMENTS RENTON,WASHINGTON FILE NO. 949-001-071 PREPARED BY TOUMA ENGINEERS 6632 SOUTH 191ST PLACE, SUITE E-102 KENT,WA. 98032 (425)251-0665 June 4,2010 Revised March 3,2011 f. Y4 Revised July 15, 2011 '° ; tFrtj4 t. 'tP a,. 04-1" 6e . CITY OF RENTON RECEIVED JUL 2 5 2011 BUILDING DIVISION 3595 TABLE OF CONTENTS L PROJECT OVERVIEW 1 Figure 1: T.I.R Worksheet Figure 2: Site Location Figure 3: Drainage Basin Map Figure 4: Soil Map II. CONDITIONS & REQUIREMENTS SUMMARY 11 Determination of Non-Significance Document III. OFF-SITE ANALYSIS 15 Figure 5: Downstream Analysis Map Offsite Analysis Drainage System Table IV. FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN 23 Part A—Existing Site Hydrology Part B —Developed Site Hydrology Part C—Performance Standards Part D—Flow Control System Part E—Water Quality System Map-A-Existing Area Map Map—B -Post Development Area Map V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 39 Figure 6: Conveyance Map VI. SPECIAL REPORTS AND STUDIES 50 VII. OTHER PERMITS 52 VIII. EROSION/SEDIMENTATIN CONTROL DESIGN 53 A- ESC Analysis Design B — Stormwater Pollution and Prevention Plan(CSWPPP) IX. BOND QUANTITIES WORKSHEET, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 58 X. OPERATIONS AND MAINTENANCE MANUAL 59 I. PROJECT OVERVIEW The subject property involved in this project is 2.05 acres. A portion of the site which falls downstream of the developed portion, equal to an area of 0.68 acres,will remain as forested for pre-developed and post-developed conditions. This area will be subtracted from the total 2.05 acres. The area that will considered in this analysis is 1.37 acres. The property is situated at the south end of the city of Renton, in King County,Washington. The property is bounded on the north and east by Summer Hill Apartment,and it is bounded on the south by Carr Road, and the west it is bounded by undeveloped properties. The subject property is situated in the NW quarter of the NE quarter of Section 32,Township 23 North, Range 5 East, W.M. The project area is hilly with steep slopes along the southerly half of the property. The average slope along the top-north of the property averages between 3 to 5 percent. The southerly portion of the property contains slopes which are greater than 40 percent. A Geotech study performed for this site and a copy of the report is attached to this report. The land-cover consists of dense brush and scattered deciduous and evergreen trees over the site. There exists house on the property that is planned to be moved. The surface runoff is oriented south and west toward an existing open ditch traverse the property from east to west along the southerly portion of the property. The runoff is picked up by underground culvert and directing the flow west and into the existing storm system located within the Carr Road storm facilities. The soil type of the site is Alderwood AgC, glacial till. Attached is a copy of the soil report prepared for the site. The proposed project will add approximately 0.76 acres of impervious surfaces consisting of building roofs,asphalt driveway and walkways. The off-site improvements will not be required because Carr Road is fully developed with curb gutter and sidewalks. FIGURE 1: TECHNICAL INFORMATION REPORT-T.LR. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION A Project Owner see7T ,eo8E 7 ' Project Name //3 are ,G/,d7 G /WS Phone 426-- fZ2 94q 4 DDES Permit# Address 7' 4!3 8cr1 a/ VD ,?J Location Township Z 3 84/A6/7di G l$T ii'l/ w4 TS//I Range 05- `/ Project Engineer 72).77 /dvia't. Section .82 Company oz....tv; ��lce ' Ls). Site Address / l63se eiry Pd. Phone Z7$- ?S/ --OroGr _ gab?4i,WA 9�D.�-c Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS U Landuse Services U DFW HPA U Shoreline Subdivison / Short Subd. / UPD ❑ COE 404 Management r Building Services ❑ DOE Dam Safety ❑ Structural M/F / Commerical / SFR RockeryNault/ ❑ FEMA Floodplain ❑ ESA Section 7 U Clearing and Grading Cl COE Wetlands U Right-of-Way Use U Other ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review I Full / Targeted / Type (circle one): ® / Modified / (circle): Large Site Small Site Date (include revision JUrjet, Zo/D Date (include revision dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2005 Surface Water Design Manual 1 1/1/05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Describe: Monitoring Required: Yes I No Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: SO,eiA/Iq B2 O4 e�ee Stormwater Requirements: CD/73a-t"1/ ;Doi Ti1D Part 9 '' ONSITE AND ADJACENT SENSITIVE AREAS/ CIRiver/Stream [IFS-teep Slope U Lake ❑ Erosion Hazard ❑ Wetlands U Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS Soil Type Slopes Erosion Potential /a• C 2,- Ifo Aladerkeic., ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer Li Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2005 Surface Water Design Manual 1/1/05 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT ❑ Core 2 —Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: J/ 2 / 3 dated: Flow Control Level: 1 /U/ 3 or Exemption Number (incl. facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: S>'/e. Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Lo Required: Yes / No Financial Guarantees and Provided: Yes / Liability Water Quality Type: Basic / Sens. Lake /Enhanced Basicrr�/ Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA/SDO /MDP /BP/LMP/Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type: Major / inor Exemption / None 100-year Base Flood Elevation (or range): Datum: 05S.4471e Flood Protection Facilities Describe: k/ oo es Source Control Describe landuse: f2ej{4hsq,A' cf /C/rC,JAQr (comm./industrial landuse) Describe any structural controls: te05•14ft c#16 2005 Surface Water Design Manual 1/1/05 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS �J Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ 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 is - ksheet and the attached Technical Information Report. To the est of my knowl ge he in • matin • �•-• •- - • curate. 2P 4749,4174r_ Signed/Date 2005 Surface Water Design Manual 1/1/05 5 . . .. -:-.. -:. .....• :.. -.: 4..i., . ..- .... . . .. ... .. . . ...5....2.0th..8t • c3 • .: - . -iLi .- :V...:-:-1. - : -- ----- .: •-• . : : ••••••-..Q.'-.-3;1•4t::$ ,.*- -.• 6. .1<''' : -:•••••••••• --'"' ' ...:. .- .. ,>t; 41 w m .. • - • . .1,,,.....:*:.:-..:3. •- .. . . .. • . : Cfl til i ...-1. ..... . .. i .-. •-, . .' ....a, . tA ... .' . .... i:. '.?...; i k :-' : . 1 :.... - '8. #. .:.. -,' -f - ..s.t i -...'? i: -7 • - --:..„- '-..: ....... . ... • :.g::::/:: / r.-/0 0.'.?/s....'- •--: : t-cS :• 'i -.: :—,. i `=C sc'..0.0. i. .:. :-, ••••••:.!3'./...-: : -..- .. %. ,,,F.. . - ,...:.,..::i:-3 • ... ..: tr) .4:-.1 . ::-.......t.ii)...,3 X): -. .-...•.,,=3 ..___ , .... , ... . -. 1::::.i.t.....j C.2-:' . '.,.. '—. :1!1...S...8.••,1,72t1d,4 .:.... . .;t14:::....; (J) ' - ..........----s."''''''"'...:••• -y..'..":-...."'''' ::,VitA-:' --- •::i.....:,....::::.% - •.claxg••••:•••••••":".getiitt:t?,:ttlii:.(etItt:Ct:,:.. ....• .. • ,:,: a...410.-:.:.:....i . . 10436 SE Carr Rd .:4-131:.:....-.? • : Renton,WA 96055 i) - -•-•-' - :i .:-.'!.....i.t: . . .-''' -- -•c'. ... . .---'.......:'.SE...-...-' 4 • t.. .. ... -- .i...........,,I.:-..-..i. :. • . . - -- ---- -- sr 4/ . ....'-. . . SE.1 76tt1 g ......E:..... :. 0: .-(/) :,..- ...• - . ,„: : - ........- L.L.1 ,.._.. ..,... , -cD ..-: :i..-:;....1 ' • . .': •- ... : ' ?, 1 > - , `g Renton :. --,: i.: --. ..• - . f .::!. 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SE 186th- .. t:-..5.4.:::..i.:.::::::? .: - -..-:. . :. :: :-: . - .• .. - .....-:•::.fii.:-.::.1 -:. . .. - - ..: :..-. . i.:- -... - ..- - ---. - . -:..-• - . . i--- -.. . .::'. ' .,--• ... - Lu .. --14)41 ... 1. - . . ::-.-- i.-.-- .:. - . .- - • iLi .. , : •• (1). --, -,4.....::1,•t::.1?.- -.-.. -. -• - - - i -.- - -. • . i: &) . •••• °; • ', ..,,- : . , ..., :... .. ,,,:::-..,..,., . " . . . .• < - . .f...1..11..1!11:1:ii. .. . . . . .......................... : '" ... . --..,,,,:;,,,::•:--2.- s i. -.... ''......•.r..-'i ii.'..•••'-::......- co-5 ..•-:.: .. ,.:.........,;.:1„,.........,!. . . ::...::......:....:, .-- - . i,..:.......1.1 - - -. . ?....- PROJECT NAME: AZURE RIDGE APARTMENTS TOIJMA ENGINEERS AND LAND SURVEYORS, PLLC VICINITY MAP FIGURE-2 N'Y m 1 I 210 ETA N90 I'.LIIR091.t MNtiYE114S AD.KWNT,. 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IE.198.50 Sa Y .IDC®GR - / -/ I. / /9�• `�/ / / -s -2 -fE-196.45 • 914 Ca �' / - /2/7/ ' /Q ..p / / rd/Y-ItYP-s IE.-106.4o SO _ S`-/ ‘4,,,•;,...-- N. b".60'1y / // /.7•t-'/f /// EI. .. 04 2IOQ7 1E44203.99 SR � T- SIM/fLRiP IF...<'09.50 W ^V/ Z's'',3\/9Y-- 2,(//,//'* 7;4 S9/: / E.r96lJ-)z'N leV 7/ -..:, ',/./$0' „---- /,, ,,,••ra.,,,, ,.,..oi rt y/ 0i)4L- /; 1. LL-100.00 1 FEET ,��//1 /'� // / FIGURE 4,y' ,,� ,0 / ` ' ",,str / /a 1 "$ / �, / 4'4 91 - i 1_ •i N�_ 455 f ,� . Pu �• • viii .4,2 i 1„ .,. BeD Iu.„ 1, \ M .11. • •u Ili • •:ii• I (AgD Y ao - - - II$= _-- . . --- '--- --- X10 I5 a� oir _ AgC o D � Dom:• a So Tu Z et s .... � O. :: .____i .: 1 • 1,, in nil, • , (.._ . 111 401 gigu,,Cri- ti • = • pIBM.` 29 '. . ' �>�I; \'• • 169.1203 ABS ••• /F 1:4 �� •/ • ; • •— — AmC� a e .•,I: : :1 ,k ., L3$Ao I Age *air' ;n° , ifl __--I� ' %:f3m.°94.1i j - N � II. N --1• : •\ ••I i Am \nc — — __ • AgC .• \• �_ ... It' . u\\AmC •jl�: :i I� L, d u = I ,_� 0 32 :AgB AgC• I 1co; � :•'ii. lie y6�.• I.. AgB a ,9A ® IL.......• • g : . •r =__. v Wader_ I J PROJECT NAME: AZURE RIDGE APARTMENTS TOUMA ENGINEERS AND LAND SURVEYORS,PLLC KING COUNTY USGS SOIL FIGURE -4 MAP II. CONDITIONS AND REQUIREMENTS SUMMARY Conditions and requirements for this project include all eight Core Requirements and all five Special Requirements listed in the 2005 King County Surface Water Design Manual (KCSWDM). A Determination of Non-Significance was issued on June 9,2008. The DNS is included at the end of this section. CORE REQUIREMENTS(KCSWDM SECTION 1.2) Core Requirement#1: Discharge at the Natural Location. The allowable outflow from the site will be discharged to its natural location. The lowest elevation on the site is approximately 150. Refer to Figure 3 for visual representation of discharge locations. Core Requirement#2: Offsite Analysis Refer to off-site analysis in Section III of this report. Core Requirements $3: Runoff Control The detention calculations will be based on the 2005 KCSWDM for Conservation Flow Control area. This is Level 2 flow control standard which matches historic duration's for %2 the 2 year through the 50 year peaks, and also matches historic 2 year and 10 year peaks. Roof top, driveway, landscape,and grassed areas will be picked up and directed to a new underground detention circular tank and to control structure to control flow from the site. Water quality control will be required since the new impervious surfaces subject to traffic or automobiles will be more than 5000 square feet. A circular tank followed by a"Stormfilter"is being proposed for this site. Core Requirement#4: Conveyance System. New conveyance system will be installed in conjunction with this development. The system will be designed to collect and convey a minimum of 25-year peak flow. Refer to Section V: Conveyance System Analysis and Design for a more detailed description. Core Requirement#5: Erosion and Sediment Control A temporary erosion and sediment control(TESC)plan has been developed to limit and mitigate for erosion and sedimentation during construction. A Stormwater Pollution Prevention Plan (SWPPP) shall be prepared for this project in accordance with criteria for coverage under the Washington Department of Ecology Construction Stormwater General Permit. Refer to Section VIII of this report for more detailed description. Core Requirement#6: Maintenance and Operations. Maintenance of the conveyance system within the site will be the responsibility of the Apartments. Refer to Section X of this report for more detailed description. Core Requirement#7: Financial Guarantees and Liability The developer will post financial guarantees and liabilities for this project as required. Core Requirement#8; Water Quality The new impervious surfaces that are added in this development is greater than 5000 square feet. There will be water quality facility is planned for this development to satisfy the enhanced basic requirements, a two treatment train. Refer to Section IV, Flow Control and Water Quality Analysis and Design. Refer to Section IV for more detailed description of water quality facility design. SPECIAL REQUIREMENTS (KCSWDM Section 1.3) Special Requirement #1: Other adopted Area-Specific Requirements There are no known adopted area-specific requirements. The site falls within the Springbrook Creek Basin area. Level I criteria for storm analysis. Special Requirement#2: Flood Hazard Area Delination There are no flood hazard areas associated with the project site. A review the County iMap information show that there is no flood plain within this site. Special Requirement #3: Flood Protection Facilities Not Applicable. Special Requirement#4: Source Controls The proposed project is a commercial building site. All applicable source controls shall be implemented on this project. Special Requirement #5: Oil Control Per the thresholds given in Section 1.3.5 of the 2005 KCSWDM, the proposed site is not a high- use site. \^> Department of Development and Environmental Services State Environmental Policy Act (SEPA) King County Mitigated Determination Of Non-Significance for Azure Ridge B07L1293 Date of Issuance: June 9, 2008 Project: Construction of 52 multi-family units in 3 buildings on 2.13 acre site;remodel existing structure for on-site recreation use. Location: 10436 SE Carr Rd.,Renton,WA King County Permits: Building permit B07L1293 SEPA Contact: Alex Perlman, Project/Program Manager III(206) 296-7112 Project Manager: Dave Sandstrom, Project/Program Manager III(206)296-7184 Proponent: Glenn Gonzales, GCG Investments LLC 23414 SE 251St Place Maple Valley, WA 98038 Zoning: R-24(King County zoning vested prior to annexation to Renton) Community Plan: Soos Creek Drainage Subbasin: Black River, WRIA 9 Section/Township/Range: NW-32-23-5 Notes: A. This finding is based on review of the environmental checklist dated October 18;2007, the project site plans revised May 7,2008, comments received and other documents in the file. B. The development lies along the north margin of SE Can Road, a heavily traveled east- west arterial that connects SR 515 (Benson Highway) and the SR 167 interchange. The existing two-way center left turn lane in Can Road serves as an approach lane for traffic turning south to 105th Place SE from westbound Carr Road and as an approach lane to the left turn lane for traffic turning north to 106th Place SE from eastbound Can Road at the 106th Place SE traffic light. C. Ingress/egress restrictions to the proposed development are necessary due to heavy traffic congestion in this area. A hazard to public safety could reasonably result if restrictions to access were not imposed. Right-in and right-out only access to the parcel will eliminate the likelihood of unsafe vehicle movement across SE Can Road, thereby avoiding increased congestion at the 106th Place SE intersection to the east and discouraging multiple lane changes by vehicles accessing commercial retail properties to the east along the south margin of SE Can Road. Requiring the developer to install a"C"curb island in the SE Can Road center lane taper will prevent vehicles entering or leaving the parcel from cutting across multiple lanes of travel to access 105th Place SE(a street immediately south of the access drive) and will eliminate turning hazards to oncoming westbound traffic if these restrictions were not imposed. D. Fire, life and safety access to the parcel will be enhanced by installation of an emergency access drive that will be locked to prevent use by vehicles accessing the parcel for non- emergency purposes. B07L1293 June 6, 2008 Page 2 E. Issuance of this threshold determination does not constitute approval of the permit. This proposal will be reviewed for compliance with all applicable King County codes that regulate development activities, including the International Fire and Building Codes, King County Road Standards, Surface Water Design Manual, grading regulations and critical areas regulations. Threshold Determination The responsible official finds that the proposal described above does not pose a probable significant adverse impact to the environment,provided the mitigation measures listed below are applied as conditions of permit issuance. This finding is made pursuant to RCW 43.21C,KCC 20.44 and WAC 197-11 after reviewing the environmental checklist and other information on file with the lead agency and considering mitigation measures which the agency or the applicant will implement as part of the proposal. The responsible official finds this information reasonably sufficient to evaluate the environmental impact of this proposal. Mitigation The following mitigation measures shall be attached as conditions of permit issuance. These mitigation measures are consistent with policies,plans, rules, or regulations designated by KCC 20.44.080 as a basis for the exercise of substantive authority and in effect when this threshold determination is issued. Key sources of substantive authority for mitigation measures include the King County Comprehensive Plan,KCC Title 14 (Roads), KCC 20.44.080 (C)and KCC title 21A; however, other sources of substantive authority may exist but are not expressly listed. A. Access to the proposed development shall be restricted to right turn-in and right turn-out vehicle movements through the normal site access drive near the east property line; provided, such access restriction shall not apply to emergency response vehicles using the emergency vehicle access drive, which shall remain gated and locked when not in use by emergency responders. B. Applicant shall install a"C" curb island, in accordance with a design that meets King County road standards,in the center left turn lane taper of SE Carr Road to prevent vehicles from turning left into the access drive from eastbound SE Carr Road and to prevent vehicles exiting the property from cutting across SE Carr Road to 105th Place SE. Such curbing shall extend to the east a distance sufficient to prevent vehicles exiting the property from tuning left and cutting across the median area to access eastbound SE Carr Road. Comments and Appeals This determination is issued pursuant to the optional DNS/MDNS process in WAC 197-11-355. No further comment period is provided. There is no administrative appeal of this decision. Any appeals must be filed in Superior Court. Responsible Official: a5 c7vgt G( 2008 Steve Bottheim, Supervisor Date Current Planning Section Land Use Services Division B07L1293 SEPA MDNS Type I /L� III. OFF-SITE ANALYSIS The analysis contains information and data obtained through site visit observation, survey data and research of existing records provided by King County DDES. Task 1. Study Area Definition and Maps The site is the situated within it owns small drainage basin encompassing the site area only. The existing flow from the apartments to the north is oriented west bypassing the subject site.There is no appreciable off-site runoff observed during our visit the offsite area. The property falls within the Springbrook Creek Black River basin. Runoff from the proposed apartments, driveway and landscaping areas is oriented toward the west into an existing drainage swale. Refer to Figure 5 for general site location. Task 2. Resource Review Based on a review of available resources, including the County's Sensitive Areas Map Folio (King County Department of Parks, Planning and Resources, 1990),the site and downstream system within a half of a mile are characterized as follows: The entire site falls within the Springbrook Creek drainage basin. The drainage courses from the onsite are directed west to approximately 2200 feet into the Valley floor into an existing 60-inch culvert under SR 167. Generalized Topography. The topography survey is prepared from aerial topography prepared exclusively for the site, by Cramer and Associates. The topography survey was prepared on 2- foot contour. Based on a review of available resources, including the County's Sensitive Area Map Folio (King County Department of Parks, Planning and Resources, 1990),the site and downstream system within one mile from the site are characterized as follows: DDES Observatiion Report as provided by Bill Priest, dated September 27, 2007 • Floodplain/Floodway(FEMA)Maps—the site is not within flood plain. • Erosion Hazard—the site is not classified as erosion hazard area • Landslide Hazard—none on site • Seismic Hazard—none on site • Coal Mine Hazard—none on site • USDA Soil Conservation Service Soil Survey • King County Assessor' Parcel Map Task 3. Field Inspection The downstream analysis was conducted in the summer of 2008 to assess potential offsite drainage impact that may be associated with development of this project. The primary discharge locations from the project were evaluated, as well as the downstream system for approximately more 2200 feet downstream from the project site. Task 4. Drainage System Description and Problem Description The topography at the project site slopes downward toward the west at slopes ranging from 6 to 8 percent. The flow is directed west into a deep ravine about 20-30' deep with trees and brush to the bottom. The open ravine directs the flow for about 200' to a 60" culvert under 103rd Ave SE. West of 103rd Ave SE runoff is contained in a 20 to 30' deep ravine. The sides are wooded with brush to the bottom. Some gravel and cobbles are present with some signs of undercutting. No recent erosion was noted. The ravine is about 2000' long extended from 103rd Ave SE to Talbot Road S. A culvert over 60" in diameter carries flow under Talbot Road. The flow continues in open drainage swale to the valley floor, a mile west of the site. Minor downstream erosion has been noted east of the site to Talbot road under-crossing. See the following downstream map and drainage table. NOTE: Drainage complaints older than 10 years can be disregarded per KCSWDM pg. 2-11. The complaints listed during the preliminary meeting have been reviewed. Complaint 2000-0698 was closed Oct. 2000. TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS Conservation flow control standards are required based on the County's flow control applications may (King County Department of Natural Resources. 2005). The site falls within the Enhanced Basic Water Quality. Two facilities is introduced to mitigate the requirements related to water quality in accordance with 2005 KCSWDM. Refer to section IV 1 5 a2`a ST - c u .... 'a IZ - _ I- a s' T,1 5T a a_T'1'7 7.7 1_1‘73 • k Se-172ND ST �,�172.40 S3T!lST G r...) C., ki g.:9.iTH57 J ��J,�, y� OSS ti LI r.S, �, J fi36THFL 5C4I / ,/637 - ~� y .‘7' 5 3711,ST E 7/4TH S., c =3?fl r�6 4 I-. Si 60 4.4 r. � 11T}1'CT g CULv Q 2131' _ '� RC ,-. S .3qo' - + 1 i m SE CAR IR RD I _ r -I -n I , , 5.7-i EKIT-i ST M1at',.• 51r , St rij sr s-i- J.' _ _ _. PROJECT NAME: AZURE RIDGE APARTMENTS TOUMA ENGINEERS AND DOWNSTREAM ANALYSIS LAND SURVEYORS, PLLC MAP FIGURE -5 '7 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Basin: PtA C.,e t s OtA rip Subbasin Name: E LPC K I?‘UF.fL Subbasin Number: w (?...1A-9 Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Description discharge reviewer, or resident see map Type:sheet flow,swale, drainage basin,vegetation, % Y,ml= 1,320 ft. constrictions,under capacity,ponding, tributary area,likelihood of problem, stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potential impacts pond;Size:diameter, area,volume destruction,scouring,bank sloughing, surface area sedimentation,incision,other erosion If gorr orn DFD1 v f3et,,5H my tFrL'3II,Al (. D CM DVG/ZG, "d l�G°n/r IT Lp G Sf�'14Lt's tv99•3 D �) iZ V1N 1q'7DD�+ TNob17' wITr-f 80.0.›.4rf7MG NO IF-e1) 117^1 5Pm6 0 — & 7-0P' p 6 �j Z o D o V purr i iN 17l‘-f r- 2L1'1/'e L ]3 p 77 D er G 01-viu4a- BevsH y tZ?23 (32� s)M o � - v' n5-e P W Pr,PS �' G 01-v p 3 �4 r- Z /j ZZt�u �Wv,N€5.- j3e/ASH 13-v%7om .;0HE (0 :t'G►r- c/Ef?ruND e_� i-i— Lt, )4-Sf-t 1 tit r ali I C.,0) I I i I i I 1 i 1/105 Continued 25 28 31 34 Status= CLOSED Status= CLOSED Status= CLOSED Status= CLOSED Comp_no= 1996-0009 Comp_no = 1996-0438 Comp_no= 1996-1662 Comp_no=2000-0227 Complain= STOLL, MR. Complain = OVERALL, NANCY Complain = JENSEN, BOB Complain= RUSSELL, DAN Problem= EROSION Problem = FLDG Problem= FLDG Problem=WQD Type_=C Type = R Type_= R Type_=WQC Recd-=Wed Jan 03 00:00:00 1996 Recd_= Mon Sep 22 00:00:00 1997 Recd=Thu Sep 26 00:00:00 1996 Recd= Fri Apr 07 00:00:00 2000 Tb=41F4 Tb=41F4 Tb=41F4 Tb= Padd_pre= SE Padd_pre= Padd_pre= Padd_pre= Padd = 10700 Padd= 17418 Padd= 17418 Padd= 10717 SE 172ND ST Padd1 = 174TH ST Padd1 = 108TH AVE Padd1 = 108TH AVE Padd1 = Padd_suff= Padd_suff=SE Padd_suff=SE Paddsuff= Parcel =2923059160 Parcel = 2923059072 Parcel = 2923059072 Parcel_=2923059176 Ntb=656D7 Ntb=656D7 Ntb=656D7 Ntb= 656D7 26 29 32 - -- 35 Status = CLOSED Status = CLOSED Status=CLOSED Status CLOSED Comp_no = 1996-0438 Comp_no= 1996-1649 Comp_no = 1996-2011 Comp_ =200 698 J Complain = OVERALL, NANCY Complain = STEPHENS, GEORGE Complain = FOSS, ELIZABETH Complain = EDLUND,JERRY Problem = FLDG Problem = DRNG Problem = RUNOFF Problem=DDM Type = C Type = C Type_= C Type = C Recd_=Wed Feb 14 00:00:00 1996 Recd_=Wed Sep 18 00:00:00 1996 Recd-=Wed Dec 04 00:00:00 1996 Recd_=Thu Oct 12 00:00:00 2000 Tb=41F4 Tb=41F4 Tb =41F4 Tb= Padd_pre= Padd_pre=SE Padd_pre= Padd_pre=SE Padd= 17418 Padd= 10700 Padd= 17418 Padd = 15005 Padd1 = 108TH AVE Padd1 = 174TH ST Padd1 = 108TH Padd1 = 171ST ST Padd_suff= SE Padd_suff= Padd_suff=SE Padd_ •' = Parcel = 2923059072 Parcel = 2923059160 Parcel =2923059072 Parcel 3223059072 Ntb = 656D7 Ntb=656D7 Ntb=656D7 Ntb= •••6C7 Lc S5 tO -y es Al, 27 30 if 33 ---- -- 36 Status= CLOSED Status = CLOSED Status=CLOSED ✓ Status- CLOSED Comp_no = 1996-0438 Comp_no= 1996-1662 Comp_no= 1999-0485 Comp_ = 98 Complain = OVERALL. NANCY Complain =JENSEN. BOB Complain = BURR, STEVE Complain= EDLUND,JERRY Problem = FLOG Problem = FLOG Problem= DAMAGE Problem= DDM Type = NDA Type = C Type_= FCC Type = R Recd_=Thu Oct 02 00:00:00 1997 Recd_= Mon Sep 16 00:00:00 1996 Recd= Fri Jun 25 00:00:00 1999 Recd_=Thu Oct 19 00:00:00 2000 Tb=41F4 Tb= 41F4 Tb=41F4 Tb= Padd_pre= Padd_pre= Padd_pre=SE Padd_pre=SE Padd = 17418 Padd= 17418 Padd= 10826 Padd = 15005 Padd1 = 108TH AVE Padd1 = 108TH AVE Padd1 = 176TH ST PaddST Padd_suff= SE Padd_suff= SE Padd_suff= Padd Parcel = 2923059072 Parcel= 2923059072 Parcel =2923059030 Parc 322305907 V .."- .._.,-. "S. .,.,,., - VJV J'! 141.0 = 0Ol r Page 3 Continued 37 40 43 46 Status CLOSED Status= CLOSED Status= CLOSED Status=CLOSED Comp_,o =2001 8007 Comp_no=2001-0607 Comp_no=2002-0119 Comp_no=2002-0667 Complai = o: , RICHARD Complain = PETRO BENSON ASSOCIATESComplain=MILLS, HENRY Complain=ANONYMOUS Problem = MMF Problem=WQD Problem =DTA Problem=WQB Type = C Type =WQA Type =C Type_=WQC Recd_=Thu Jan 04 00:00:00 2001 Recd_=Wed Oct 10 00:00:00 2001 Recd_=Tue Feb 19 00:00:00 2002 Recd-=Tue Oct 08 00:00:00 2002 Tb= Tb= Tb = Tb= Padd_pre= Padd_pre= Padd_pre= Padd_pre= Padd = 17442 Padd= 17801 Padd= 17418 Padd= 10658 Padd1 = 103RD AVE Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd1 =SE 180TH PL Padd_suff= SE Padd_suff= Padd_suff= Padd_suff= Parcel =2923059088 Parcel =3223059016 Parcel = 2923059072 Parcel=3223059016 Ntb=656C7 Ntb=65607 Ntb=65607 Ntb=686D1 1 47 Status= CLOSED 38 Status= OPEN 64PS 1 Status = CLOSED 44 Status=OPEN (,i, p5 7772-V9-141 Comp_no=2001-0581 Comp_no = 2001-0669 Comp_no= 2002-0171 Comp_no=2002-0667 Complain = JIFFY LUBE Complain =TACO BELL Complain= SANDUPE, CARL Complain=ANONYMOUS Problem=WQB Problem=WQD Problem = REM Problem=WQB Type =WQA Type_=WQA Type = FI Type =WQR k Recd_ =Wed Sep 26 00:00:00 2001 Recd..=Wed Oct 24 00:00:00 2001 Recd_=Tue Mar 05 00:00:00 2002 Recd_= Mon Nov 11 00:00:00 2002 ',-.,, Tb= Tb= Tb= Tb= Padd_pre= Padd_pre= Padd_pre= Padd_pre= Padd = 17642 Padd = 17809 Padd = 17803 Padd= 10658 Padd1 = 108TH AVE Padd1 = 108TH AVE SE Padd1 = 105TH PL SE Padd1 =SE 180TH PL Padd_suff= SE Padd_suff= Padd_suff= Padd_suff= Parcel = 3223059175 Parcel = 3223059330 Parcel = 3223059295 Parcel=3223059016 Ntb= 65607 Ntb = 65607 Ntb=68601 Ntb= 68601 39 42 45 48 Status= OPEN IA PITP-Olgiv.1 Status = OPEN ups- ar►9w Status= CLOSED Status= CLOSED Comp_no= 2001-0595 Comp_no= 2001-0581 Comp_no =2002-0175 Comp_no=2003-0220 Complain =VALLEY DENTAL CENTER Complain = JIFFY LUBE Complain =JONES, CURT Complain =CHAPMAN, CAMERON Problem =WQD Problem= WQB Problem= REM Problem=WQAI Type_=WQA Type_=WOE Type = FI Type =WQA Recd.=Thu Oct 04 00:00:00 2001 Recd-=Wed Dec 19 00:00:00 2001 Recd_=Wed Mar 06 00:00:00 2002 Recd_=Wed Mar 05 00:00:00 2003 Tb= Tb= Tb= Tb= Padd_pre= SE Padd_pre = Padd_pre= SE Padd_pre= Padd = 10700 Padd = 17642 Padd= 10636 Padd= 17604 Padd1 = 174TH ST#202 Padd1 = 108TH AVE Padd1 = 174TH ST Padd1 = 108TH AVE SE Paddsuff= Padd_suff= SE Padd_suff= Padd_suff= Parcel_=2923059160 Parcel = 3223059175 Parcel = 2923059012 Parcel=3223059193 - _--�, �,«� - :;vv: I'aU = 000Lit Ntb= bbbU/ Page 4 Continued 49 52 55 58 Status = CLOSED Status=CLOSED Status=CLOSED Status=OPEN kPST72.5 4'11 Comp_no=2003-0221 Comp_no=2003-0731 Comp_no=2003-0867 Comp_no=2004-0761 Complain =CHAPMAN, CAMERON Complain = RICE, RICHARD Complain=SANDOVAL,ALANZO Complain =THOMPSON,RICK Problem=WQAI Problem= REM Problem=WQAI Problem=WQAI Type =WQA Type =FI Type_=WQA Type =WQA Recd_=Wed Mar 05 00:00:00 2003 Recd_=Thu Jul 31 00:00:00 2003 Recd=Wed Nov 26 00:00:00 2003 Recd_=Wed Oct 06 00:00:00 2004 Tb= Tb= Tb= Tb= Padd_pre= Padd_pre= Padd_pre= Padd_pre= Padd= 17816 Padd = 170605 Padd= 17816 Padd= 17426 Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd_suff= Padd_suff= Padd_suff= Padd_suff= Parcel =3223059054 Parcel=3223059063 Parcel =3223059054 Parcel =2923059110 Ntb=656D7 Ntb = 656D7 Ntb =656D7 Ntb= 656D7 50 53 56 59 Status= CLOSED Status=OPEN k PST - Status=CLOSED Status=OPEN ((,P5-rgekyl Comp_no=2003-0665 Comp_no=2003-0759 Comp_no=2003-0868 Comp_no= 2004-0767 Complain = MCLAUGHLIN, BILL Complain = PHILLIPS, DAN Complain= NEWBURY, CHRIS Complain =THOMPSON, RICK Problem=WQAI Problem=WQAI Problem=WQAI Problem=WQAI N Type_=WQA Type =WQA Type_=WQA Type =WQA Recd.= Mon Oct 13 00:00:00 2003 Recd_=Wed Nov 05 00:00:00 2003 Recd.=Wed Nov 26 00:00:00 2003 Recd_=Wed Oct 06 00:00:00 2004 I Tb= Tb= Tb= Tb= N Padd_pre= SE Padd_pre=SE Padd_pre= Padd_pre= Padd = 10433 Padd = 10717 Padd= 17630 Padd= 17620 • Padd1 = CARR RD Padd1 = 172ND ST Padd1 = 108TH AVE SE Padd1 = 108TH AVE Padd_sufi= Padd_suff= Padd_suff= Padd_suff= SE Parcel = 3223059299 Parcel=2923059176 Parcel=3223059119 Parcel= 3223059120 Ntb= 656C7 Ntb= 656D7 Ntb =656D7 Ntb= 656D7 51 5457 60 Status = CLOSED Status= CLOSED Status=OPEN 4 ism, H? Status= OPEN LA,PSTIefrolAin Comp_no= 2003-0676 Comp_no =2003-0866 Comp_no=2004-0649 Comp_no= 2004-0811 Complain = SPEARS, JOHN Complain = GOLDBERG. CHERYL Complain= PLASTINO, LESLIE Complain = CHRISTMAN, ERIC Problem = WQDC Problem =WQAI Problem=WQAI Problem=WQAI Type =W QR Type_=WQA Type =WQA Type_=WQA Recd_= Fri Oct 17 00:00:00 2003 Recd— Tue Nov 25 00:00:00 2003 Recd_= Mon Aug30 00:00:00 2004 Recd—= Mon Oct 18 00:00:00 2004 - Tb= Tb = Tb = Tb= Padd_pre= Padd_pre= SE Padd_pre= Padd_pre=SE Padd = 17642 Padd= 10904 Padd = 17605 Padd= 10909 Padd1 = 108TH AVE SE Padd1 = 176TH ST Padd1 = 108TH AVE Padd1 = 176TH ST Padd_suff= Padd suff= Padd_suff= SE Padd_suff= Parcel = 3223059175 Parcel = 2923059030 Parcel =3223059063 Parcel = 3223059056 - - 'Ill) -v„vvr I W - 000U/ Page 5 Continued 61 Status = OPEN CA 95T 2-04"1"1 Comp_no=2004-0932 Complain = BEAN, BRIAN Problem = WQAI Type_=WQA Recd–= Fri Dec 03 00:00:00 2004 Tb= Padd_pre= Padd= 17832 Padd1 = 108TH AVE Padd_suff= SE Parcel = 3223059087 Ntb=68601 62 Status = OPEN IA.P'T 2 5AW 1 Comp_no=2004-0971 Complain =JENKINS,TOM Problem =WQAI Type_=WQA Recd–= Mon Dec 20 00:00:00 2004 Tb = ( Padd_pre= SE Padd= 10405 Padd1 = 172ND ST Padd_suff= Parcel =2923059150 Ntb= 65607 63 Status = CLOSED Comp_no = 2005-0018 Complain = RICE, RICHARD Problem = REM Type_= Fl Recd–= Fri Aug 01 00:00:00 2003 Tb = — Padd_pre= Padd = 17801 Padd1 = 108TH AVE Padd Buff= SE Parcel = 3223059016 Page 6 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Flow control and water quality treatment for the project are subject to the requirements of the 2005 King County Surface Water Design Manual (05 SKCSWDM). We have used the historic existing conditions for the development of the runoff calculations for Conservation Flow Control area. This is Level 2 flow control standard which matches historic duration's for '/2 the 2 year through the 50 year peaks, and matches historic 2 year and 10 year peaks. Conservation flow control and enhanced basic water quality treatment are proposed. Existing Site Hydrology (Part A) The existing conditions of the site were modeled as historic forested condition for purposes of stormwater flow control sizing. The area of the site that is being considered in this calculations is 1.37 acres with the existing frontage improvements already in place. Proposed, is a multi-family development EXISTING LOT COVERAGE Forest 59,648 SF 1.37AC. Refer to MAP-A Developed Site Hydrology (Part B) Using Figure 5.2.1.A. Flowchart (attached) the property is larger than 22,000 square feet. The site is suitable for permeable pavement. The 22,050 square feet of pervious pavement will be modeled as 11,025 square feet of impervious and 11,025 square feet of till grass per table 5.5.2.A Flow Control BMP facility sizing credits. For the BMP's, porous pavement will be stipulated on the plans for the driveways and parking areas. Per table 5.2.2.A Flow Control BMP Facility Sizing Credits, porous pavement may be modeled as 50% impervious and 50% grass. The altered Developed Site Conditions will be; There is a small area of 2765 square feet of landscaping area that would by-pass the detention facility. The 2 and 10 year peak flows for this area was deducted from the pre-developed 2 and 10 year peak flows. Refer to the flow frequency analysis presented at the end of this section. DEVELOPED SITE COVERAGE ASPHALT 11,025 SF ONSITE WALKS 1,360 SF BLDG-A 7,480 SF BLDG-B 9,129 SF COVERED GARAGES 3,915 SF TOTAL IMPERVIOUS 32,909 SF 0.76 AC. LANDSCAPE—GRASS 26,739 SF 0.61AC. LANDSCAPING-BYPASS 2,765 SF 0.06 AC TOTAL SITE-DEVELOPED 1.37 AC The detention storage volume is calculated to be 14,816 cubic feet. 207 LF of 10-foot circular tank is used for detention. The volume provided is 15,650 cubic feet. The restrictors will limit the pre-developed 2 and 10 year peaks to exit the site. Refer to MAP-B Point of Compliance Analysis for Onsite Bypass Areas: 1. Pre-developed condition runoff time series for the entire site created 2. developed condition runoff time series for the entire site and bypass areas created 3. The developed runoff series for the bypass area do not exceed the targets determined in step 1 or the 0.4 cfs threshold. 4. The allowable release for the total project site in the pre-developed condition minus the developed bypass flow establishes the allow release from the detention facility. 5. through item 9. have been developed in accordance with on site runoff bypass. Performance Standards (C) The conveyance system is designed with sufficient capacity to convey and contain the 25-year peak flow(1.2.4.1 KCSWDM). Rational method is used to check the conveyance capacity of the design storm water system using the developed 25-year peak flow. This is project located in an Enhanced Basic Water Quality, since 50 percent or more of the treated runoff is under one or more of the following land uses. The site is a multifamily development uses as required in Section 1.2.8.1. (05KCSWDM). Conservation Flow Control Conservation Flow Control applies the historic Level 2 flow control standard,which matches historic duration for 50%of the 2-year through 50-year peaks and matches historic 2-and 10- year peaks. Flow Control System (DI The site is considered a large lot low impervious site per KCSWDM Section 5.2.1.2,because it is on a lot greater than 22,000 square feet and will result in and impervious surface coverage of 45 percent or less of the property. The feasibility and applicability of full dispersion and infiltration is not feasible. BMP chosen for this project is Permeable Pavement per Appendix C, Section 2.6. The total storage volume required is 14,816 cu. ft. A 207 LF of 10-foot circular tank is proposed for storing the live storage. A two orifices flow control structure will be used to detain flows and provide a release to adjacent property to the west. The detention system was sized in accordance with the KCRTS program. A more complete detail of assumptions and calculations in the design of the proposed detention and water quality facilities are detailed in the following pages: Detention-Live Storage Tank Bottom El Top El Area-SF Length-FT Volume-CF Required-CF 1041 dia 201.20 209.7 75.60 207 15,650 14,816 PART E—WATER QUALITY SYSTEM The site falls within the Enhanced Basic Water Quality. Two stormfilter manholes are considered for two treatments in a two-facility train for treatment. Referred to attached calculation provided by Contech Engineers for water quality treatment for this site. A��I%UTCA�J® Determining Number of =0' araar STORMWATER Cartridges for Systems -----------""SOLUTIONS INC. Downstream of Detention CONTECH Stormwater Solutions Inc. Engineer: KET Blue Cells = Input Date 7/20/2011 Black Cells = Calculation Site Information Project Name Azure Ridge Apts Project State Washington Project Location Seattle Drainage Area, Ad 1.37 ac Impervious Area,Ai 0.76 ac Pervious Area,Ap 0.61 % Impervious 55% Runoff Coefficient, Rc 0.55 Upstream Detention System Peak release rate from detention, —release peak 0.48 cfs Treatment release rate from detention, —release treat 0.04 cfs Detention pretreatment credit 50% (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P 36 in Agency required % removal 80% Percent Runoff Capture 90% Mean Annual Runoff,Vt 88,503 ft' Event Mean Concentration of Pollutant, EMC 60 mg/I Annual Mass Load, Mtotal 331.30 lbs Filter System Filtration brand StormFilter Cartridge height 18 in Specific Flow Rate 1.0 gpm/ft2 Number of cartridges-mass loading Mass removed by pretreatment system, Mpre 165.65 lbs Mass load to filters after pretreatment, Mpau, 165.65 lbs Estimate the required filter efficiency, Eater 0.60 Mass to be captured by filters, Mfilter 99.39 lbs Allowable Cartridge Flow rate, Qcart 7.50 Mass load per cartridge, Moa„(lbs) 36.00 lbs Number of Cartridges required, Nmass 3 Treatment Capacity 0.05 cfs Determine Critical Sizing Value Number of Cartridges using —release treat Nflow 3 Method to Use: MASS-LOADING SUMMARY Treatment Flow Rate, cfs 0.05 Cartridge Flow Rate, gpm 7.5 Number of Cartridges 3 1 of 1 NO OFFSITE FLOW R FULLY DEVELOPED AREA \ MIMEO, t I ) i //1 1 s // / AREA TO BE DEVELOPED / j A=1.37 ACRES .,/ I( � — �� 1 EXISTING 4 I« I /_) f / / .- - — BLDG. �4 I r f / -'. ' ( � :::::-...r;;.;::::le:'--w2:- .,, ::. ......:-.....:l----I--:=T ". 7 r ='= t er -« v .� ` i ,...,.-_-:. ....._-_-----,. /..„7/ //////,,,, ,,;,.. , ....A.-....„, / f�% ,/%--- —, ".7 , 1:. / / de ii);(......,„. ,...„ ��//j • ( r f 1�e�eGu T /'/� . • • / AP A M v 5.2.1 INDIVIDUAL LOT BMP REQUIREMENTS FIGURE 5.2.1.A FLOW CHART FOR DETERMING INDIVIDUAL LOT BMP REQUIREMENTS Is the project on a site/lot Yes Is it feasible and 00 smaller than 22,000 square feet? applicable to implement full Yes _ No further BMPs Apply one or more of the following to impervious area dispersion for the required. Note:. 210%of site/lot for site/lot sizes<11,000 sf and a.20%of roof area as per Any proposed site/lot for site/lot sizes between 11,000 and 22,000 sf(For Section C.2.1? connection of roof projects located in critical aquifer recharge areas these downspouts to impervious area amounts double): No . local drainage 1. Limited Infiltration(Section C.2.3) system must be 2. Basic Dispersion (Section C.2.4) Is it feasible via perforated 3. Rain Garden (Section C.2.5) and applicable pipe connection 4. Permeable Pavement(Section C.2.6) No to implement Yes per Section 5. Rainwater Harvesting (Section C.2.7) 4_ full infiltration 0 C.2.11. N 6. Vegetated Roof(Section C.2.8) of the roof A 7. Reduced Impervious Service Credit(Section C.2.9) runoff as per 8. Native Growth Retention Credit(Section C.2.10) Section C.2.2? V Is the project on a site/lot 22,000 square feet or larger with impervious surface 10Is it feasible and coverage of 45%or less? applicable to implement full dispersion on all Yes . No further BMPs target impervious surface as per required. Note: Section C2.1? Any proposed One or more of the following BMPs must be implemented connection of roof No for that portion of target impervious surface not addressed No downspouts to local with full dispersion or with full infiltration of roof runoff: drainage system 1. Full Infiltration (Section C.2.2 or Section 5.4) AA, Is it feasible and applicable to must be via 2. Limited Infiltration(Section C.2.3) /c/i) No implement full infiltration of perforated pipe 3. Basic Dispersion (Section C.2.4)tia the roof runoff as per connection per 4. Rain Garden(Section C.2.5) Al,p /. Section C.2.2 or Section 5.4? Section C.2.11. l Permeable Pavement(Section C.2.6)u V Yes = j 6. Rainwater Harvesting (Section C.2.7)—/(-/6 Yes - 7. Vegetated Roof(Section C.2.8)/s/ 4 Is there any remaining target 8. Reduced Impervious Service Credit(Section C.2.9)41/ impervious surface not No 9. Native Growth Retention Credit(Section C.2.10) l/c.) addressed with full dispersion or with full infiltration of roof runoff? lir The project must be a site/lot 22,000 square feet Is it feasible and or larger with impervious surface 0applicable to implement coverage of more than 45%? full dispersion on all target impervious No surface as per Projects with impervious area greater than 45%and equal to or , Section C.2.1? less than 65%one or more of the following must be applied to an impervious area greater than or equal to 20%of the site or 40%of Yes the target impervious surface whichever is less OR for projects v greater than 65%impervious one or more of the following must be No further BMPs applied to an impervious area greater than or equal to 10%of site required. Note: or 20%of target impervious surface,whichever is less: Any proposed 1. Full Infiltration(Section 5.4) connection of roof 2. Limited Infiltration (Section C.2.3) ` downspouts to 3. Basic Dispersion(Section C.2.4) local drainage 4. Rain Garden(Section C.2.5) system must be 5. Permeable Pavement(Section C.2.6) via perforated 6. Rainwater Harvesting (Section C.2.7) 10 pipe connection 7. Vegetated Roof(Section C.2.8) per Section 8. Reduced Impervious Service Credit (Section C.2.9) C.2.11. 9. Native Growth Retention Credit(Section C.2.10) 2005 Surface Water Design Manual 1/24/2005 AZURE.TXT KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing series : predev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTF6OR. rnf . Till Forest 1. 37 acres Total Area : 1. 37 acres Peak Discharge: 0.111 CFS at 9:00 on Jan 9 in Year 8 Storing Time Series File:predev.tsf . Time Series Computed 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 Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R.rnf Till Grass 0.61 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STE160R. rnf . Impervious 0.76 acres Total Area : 1.37 acres Peak Discharge: 0.488 CFS at 6:00 on Jan Storing in Time ear 8 Series File:dev.tsf Time Series Computed KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : dev-bypass.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG6OR. rnf . Till Grass 0.06 acres Total Area : 0.06 acres Peak Discharge: 0.013 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:dev-bypass.tsf . Time Series Computed Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period ' ^,fir, ,% 0. 086 2 2/09/01 18:00 0.110 1 100. 00 0.990 .' 0.024 7 1/06/02 3: 00 0.086 2 25. 00 0.960 , c`, - 0.064 4 2/28/03 3:00 0.067 ' 3 10.00 0.900k).005= 2 0. 002 8 3/24/04 20:00 0.064 4 5. 00 0. 800 0. 038 6 1/05/05 8: 00 0.056 5 3. 00 0. 667 . �•e - 0.067 3 1/18/06 21:00 0.038 6 2.00 0.50070.003=0.035 0. 056 5 11/24/06 4:00 0. 024 7 1.30 0.231 ' 0.110 1 1/09/08 9: 00 0.002 8 1. 10 0.091 Computed Peaks 0. 102 50. 00 0.980 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 0.239 6 2/09/01 2:00 0.488 1 100. 00 0. 990 0. 190 8 1/05/02 16: 00 0.292 2 25. 00 0. 960 0.288 3 2/27/03 7:00 0.288 3 10.00 0.900 0.201 7 8/26/04 2:00 0.253 4 5.00 0. 800 0.243 5 10/28/04 16: 00 0.243 5 3. 00 0. 667 0.253 4 1/18/06 16:00 0.239 6 2.00 0.500 0.292 2 10/26/06 0:00 0.201 7 1.30 0.231 0.488 1 1/09/08 6:00 0. 190 8 1. 10 0. 091 Computed Peaks 0.423 50.00 0.980 Flow Frequency Analysis Time Series File:dev-pass.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 0.005 4 2/09/01 2: 00 0. 012 1 100.00 0. 990 0.003 7 1/05/02 16:00 0.007 2 25. 00 0. 960 0.007 2 2/27/03 7:00 0.005 3 10.00 0.900 0.001 8 3/24/04 19:00 0. 005 4 5. 00 0.800 0. 003 6 1/05/05 8: 00 0. 005 5 3. 00 0. 667 0.005 3 1/18/06 16:00 0.003 6 2.00 0.500 0. 005 5 11/24/06 3: 00 0.003 7 1.30 0.231 0. 012 1 1/09/08 6:00 0. 001 8 1. 10 0. 091 Computed Peaks 0. 011 50. 00 0. 980 Interval Size = (50yr - ;1 of 2-yr) /36-1 = 0. 102-0. 019/35 = . 00237 First Interval = of 2-yr = 0. 019 cfs Qmax = 1.33 (1/2 of 2-yr) = 1.33 * 0. 019 = .0253 0 0 target.dur • . co • O o . • • • • • . co • 0 o • u) • U 0 • a) 0) • L co C.) . • O • O . • • • • • . N • O O • O O i i i rrrl r i i i rrfl I i i i i i i i� 1 I > > 1111( 105 10 .4 103 102 101 100 Probability Exceedence Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 10.00 ft Tank Length: 199. ft Effective Storage Depth: 9.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 14816. cu. ft Riser Head: 9.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.55 0.025 2 4 . 98 1.00 0.054 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0. 00 0.01 0.01 12. 0.000 0.001 0.00 0.02 0.02 24. 0.001 0.001 0.00 0.03 0.03 36. 0.001 0.002 0.00 0.04 0.04 48. 0.001 0.002 0. 00 0.05 0.05 60. 0.001 0.002 0. 00 0.20 0.20 249. 0.006 0.004 0.00 0.35 0.35 448. 0.010 0.005 0.00 0.50 0.50 657. 0.015 0.006 0.00 0. 66 0.66 889. 0.020 0.007 0.00 0. 81 0.81 1115. 0.026 0.007 0.00 0. 96 0. 96 1348. 0.031 0.008 0.00 1. 11 1. 11 1589. 0.036 0.009 0.00 1.27 1.27 1852. 0.043 0.009 0.00 1.42 1.42 2105. 0.048 0.010 0.00 1.57 1.57 2363. 0. 054 0.010 0.00 1.72 1.72 2627. 0.060 0.011 0.00 1.88 1.88 2913. 0.067 0.011 0.00 2.03 2.03 3185. 0. 073 0.012 0.00 2. 18 2. 18 3461. 0.079 0.012 0.00 2.33 2.33 3741. 0.086 0.013 0.00 2.49 2.49 4043. 0.093 0.013 0.00 2.64 2. 64 4329. 0.099 0.013 0.00 2.79 2.79 4617. 0.106 0.014 0.00 2. 94 2. 94 4908. 0. 113 0.014 0.00 3.10 3.10 5220. 0.120 0.014 0.00 3.25 3.25 5514 . 0.127 0.015 0.00 3.40 3.40 5810. 0. 133 0.015 0.00 3.55 3.55 6107. 0. 140 0.015 0.00 3.71 3.71 6425. 0.147 0.016 0.00 3.86 3.86 6723. 0.154 0.016 0.00 4.01 4.01 7021. 0.161 0.016 0.00 4 . 16 4. 16 7320. 0.168 0.017 0.00 31 4.32 4.32 7638. 0. 175 0.017 0.00 4.47 4.47 7935. 0.182 0.017 0.00 4 .62 4 .62 8232. 0.189 0.018 0.00 4 .77 4.77 8528. 0.196 0.018 0.00 4 . 93 4. 93 8841. 0.203 0.018 0.00 4. 98 4 .98 8939. 0.205 0.018 0.00 4. 99 4.99 8958. 0.206 0.019 0.00 5.00 5.00 8978. 0.206 0.019 0.00 5.01 5.01 8997. 0.207 0.020 0.00 5.02 5.02 9017. 0.207 0.022 0.00 5.03 5.03 9036. 0.207 0.024 0.00 5.04 5.04 9056. 0.208 0.025 0.00 5.05 5.05 9075. 0.208 0.026 0.00 5.06 5.06 9095. 0.209 0.026 0.00 5.07 5.07 9114. 0.209 0.027 0.00 5.23 5.23 9424 . 0.216 0.032 0.00 5.38 5.38 9712. 0.223 0.036 0.00 5.53 5.53 9998. 0.230 0.039 0.00 5. 68 5.68 10280. 0.236 0.042 0.00 5. 84 5.84 10578. 0.243 0.045 0.00 5. 99 5.99 10854 . 0.249 0.047 0.00 6. 14 6.14 11126. 0.255 0.050 0.00 6.29 6.29 11394. 0.262 0.052 0.00 6.45 6.45 11674. 0.268 0.054 0.00 6.60 6.60 11932. 0.274 0.056 0.00 6.75 6.75 12184 . 0.280 0.057 0.00 6. 90 6. 90 12430. 0.285 0.059 0.00 7 .06 7.06 12686. 0.291 0.061 0.00 7.21 7.21 12918. 0.297 0.063 0.00 7.36 7.36 13143. 0.302 0.064 0.00 7.51 7.51 13360. 0.307 0.066 0.00 7. 67 7.67 13582. 0.312 0.067 0.00 7.82 7.82 13779. 0.316 0.069 0.00 7 . 97 7 .97 13967. 0.321 0.070 0.00 8.12 8.12 14142. 0.325 0.071 0.00 8.28 8.28 14315. 0.329 0.073 0.00 8.43 8.43 14461. 0.332 0.074 0.00 8.58 8.58 14591. 0.335 0.076 0.00 8.73 8.73 14699. 0.337 0.077 0.00 8.89 8.89 14785. 0.339 0.078 0.00 9.00 9.00 14816. 0.340 0.079 0.00 9.10 9. 10 14816. 0.340 0.388 0.00 9.20 9.20 14816. 0.340 0. 952 0.00 9.30 9.30 14816. 0.340 1. 680 0.00 9.40 9.40 14816. 0.340 2.470 0.00 9.50 9.50 14816. 0.340 2.760 0.00 9.60 9.60 14816. 0.340 3.010 0.00 9.70 9.70 14816. 0.340 3.250 0.00 9.80 9.80 14816. 0.340 3.470 0.00 9. 90 9. 90 14816. 0.340 3.670 0.00 10.00 10.00 14816. 0.340 3.870 0. 00 10. 10 10.10 14816. 0.340 4.050 0.00 10.20 10.20 14816. 0.340 4.230 0.00 10.30 10.30 14816. 0.340 4.400 0.00 10.40 10.40 14816. 0.340 4.560 0.00 10.50 10.50 14816. 0.340 4.720 0.00 10. 60 10.60 14816. 0.340 4.870 0.00 37 10.70 10.70 14816. 0.340 5.020 0.00 10.80 10.80 14816. 0.340 5.170 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.49 0.11 0.43 9.11 9.11 14816. 0.340 2 0.24 ******* 0.08 9.00 9.00 14816. 0.340 3 0.29 ******* 0.06 7.00 7.00 12586. 0.289 4 0.29 ******* 0.06 7.11 7. 11 12759. 0.293 5 0.25 ******* 0.05 5.85 5.85 10597. 0.243 6 0.24 ******* 0.03 5.14 5.14 9249. 0.212 7 0. 19 ******* 0.02 4.71 4.71 8406. 0.193 8 0.20 ******* 0.01 3.18 3.18 5377. 0.123 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.488 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.426 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 9.11 Ft Peak Reservoir Elev: 9.11 Ft Peak Reservoir Storage: 14816. Cu-Ft 0.340 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.001 33561 54.731 54 .731 45.269 0.453E+00 0.004 4955 8.081 62.811 37.189 0.372E+00 0.006 5273 8.599 71.411 28.589 0.286E+00 0.008 5279 8. 609 80.020 19.980 0.200E+00 0.010 4714 7. 688 87.707 12.293 0.123E+00 0.013 2771 4 .519 92.226 7.774 0.777E-01 0.015 2433 3. 968 96.194 3.806 0.381E-01 0.017 1358 2.215 98.408 1.592 0. 159E-01 0.020 552 0.900 99.309 0. 691 0. 691E-02 0.022 21 0.034 99.343 0.657 0. 657E-02 0.024 14 0.023 99.366 0.634 0. 634E-02 0.027 23 0.038 99.403 0.597 0.597E-02 0.029 33 0.054 99.457 0.543 0.543E-02 0.031 38 0.062 99.519 0.481 0.481E-02 0.033 34 0.055 99.574 0.426 0.426E-02 0.036 24 0.039 99.614 0.386 0.386E-02 0.038 31 0.051 99. 664 0.336 0.336E-02 0.040 22 0.036 99.700 0.300 0.300E-02 0.043 18 0.029 99.729 0.271 0.271E-02 0.045 29 0.047 99.777 0.223 0.223E-02 0.047 25 0.041 99.817 0.183 0.183E-02 0.050 12 0.020 99.837 0.163 0. 163E-02 0.052 10 0.016 99.853 0.147 0. 147E-02 0.054 14 0.023 99.876 0.124 0.124E-02 0.056 13 0.021 99.897 0.103 0.103E-02 0.059 12 0.020 99.917 0.083 0.832E-03 .93 0.061 13 0.021 99. 938 0.062 0.620E-03 0.063 9 0.015 99.953 0.047 0.473E-03 0.066 10 0.016 99. 969 0.031 0.310E-03 0.068 4 0.007 99.976 0.024 0.245E-03 0.070 3 0.005 99. 980 0.020 0.196E-03 0.073 3 0.005 99.985 0.015 0.147E-03 0.075 3 0.005 99. 990 0.010 0.978E-04 0.077 2 0.003 99. 993 0.007 0.652E-04 0.079 3 0.005 99. 998 0.002 0.163E-04 0.082 0 0.000 99. 998 0.002 0.163E-04 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.019 60887 99.294 99.294 0.706 0.706E-02 0.022 26 0.042 99.336 0.664 0.664E-02 0.024 17 0.028 99.364 0.636 0.636E-02 0.027 25 0.041 99.405 0.595 0.595E-02 0.029 39 0.064 99.468 0.532 0.532E-02 0.032 39 0.064 99.532 0.468 0.468E-02 0.034 34 0.055 99.587 0.413 0.413E-02 0.037 34 0.055 99.643 0.357 0.357E-02 0.039 26 0.042 99.685 0.315 0.315E-02 0.042 22 0.036 99.721 0.279 0.279E-02 0.044 25 0.041 99.762 0.238 0.238E-02 0.047 31 0.051 99.812 0.188 0.188E-02 0.049 15 0.024 99.837 0. 163 0. 163E-02 0.052 10 0.016 99.853 0.147 0. 147E-02 0.055 16 0.026 99.879 0.121 0.121E-02 0.057 15 0.024 99.904 0.096 0.962E-03 0.060 13 0.021 99.925 0.075 0.750E-03 0.062 13 0.021 99.946 0.054 0.538E-03 0.065 10 0.016 99.962 0.038 0.375E-03 0.067 7 0.011 99. 974 0.026 0.261E-03 0.070 2 0. 003 99. 977 0.023 0.228E-03 0.072 5 0.008 99.985 0.015 0.147E-03 0.075 3 0.005 99. 990 0.010 0. 978E-04 0.077 3 0.005 99.995 0.005 0.489E-04 0.080 2 0.003 99.998 0.002 0.163E-04 0.082 0 0.000 99.998 0.002 0.163E-04 0.085 1 0.002 100.000 0.000 0.000E+00 0.087 0 0.000 100.000 0.000 0.000E+00 0.090 0 0.000 100.000 0.000 0.000E+00 0.093 0 0.000 100.000 0.000 0.000E+00 0.095 0 0.000 100.000 0.000 0.000E+00 0.098 0 0.000 100.000 0.000 0.000E+00 0. 100 0 0.000 100.000 0.000 0.000E+00 0. 103 0 0.000 100.000 0.000 0.000E+00 0.105 0 0.000 100.000 0.000 0.000E+00 0.108 0 0.000 100.000 0.000 0.000E+00 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.019 60887 99.294 99.294 0.706 0.706E-02 0.021 25 0.041 99.335 0. 665 0.665E-02 0.024 15 0.024 99.359 0.641 0.641E-02 94/ 0.026 26 0.042 99.401 0.598 0.598E-02 0.028 30 0.049 99.450 0.550 0.550E-02 0.031 36 0.059 99.509 0.491 0.491E-02 0.033 37 0.060 99.569 0.431 0.431E-02 0.036 25 0.041 99. 610 0.390 0.390E-02 0.038 33 0.054 99. 664 0.336 0.336E-02 0.040 22 0.036 99.700 0.300 0.300E-02 0.043 19 0.031 99.731 0.269 0.269E-02 0.045 30 0.049 99.780 0.220 0.220E-02 0.047 23 0.038 99.817 0.183 0.183E-02 0.050 13 0.021 99.839 0.161 0.161E-02 0.052 11 0.018 99.856 0.144 0.144E-02 0.055 14 0.023 99.879 0.121 0.121E-02 0.057 15 0.024 99. 904 0.096 0.962E-03 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS Fraction of Time Check of Tolerance Cutoff Base New %Change Probability Base New %Change 0.020 I 0.86E-02 0. 68E-02 -20.3 I 0.86E-02 0.020 0.018 -9.1 0.025 I 0.60E-02 0.62E-02 3.8 I 0. 60E-02 0.025 0.027 5.8 0.030 I 0.47E-02 0.50E-02 6.6 I 0.47E-02 0.030 0.032 4.3 0.035 I 0.35E-02 0.39E-02 12.1 I 0.35E-02 0.035 0.037 4.8 0.041 I 0.27E-02 0.29E-02 8.4 I 0.27E-02 0.041 0.043 4.8 0.046 I 0.21E-02 0.20E-02 -1.6 I 0.21E-02 0.046 0.046 -0.2 0.051 I 0. 14E-02 0.15E-02 9.3 I 0. 14E-02 0.051 0.053 3.3 0.056 I 0.91E-03 0.11E-02 19.6 I 0.91E-03 0.056 0.058 2. 6 0.061 I 0.55E-03 0. 60E-03 8.8 I 0.55E-03 0.061 0.062 0.5 0.067 I 0.29E-03 0.29E-03 0.0 I 0.29E-03 0.067 0.067 0.0 0.072 I 0.21E-03 0.15E-03 -30.8 I 0.21E-03 0.072 0.070 -2.8 0.077 I 0.15E-03 0. 65E-04 -55. 6 I 0.15E-03 0.077 0.073 -5.3 0.082 I 0.82E-04 0. 16E-04 -80.0 I 0.82E-04 0.082 0.076 -6. 9 Maximum positive excursion = 0.002 cfs ( 7.4%) occurring at 0.026 cfs on the Base Data:predev.tsf and at 0.028 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.003 cfs (-15.2%) occurring at 0.021 cfs on the Base Data:predev.tsf and at 0.018 cfs on the New Data:rdout.tsf 3.5 0 r-_ rdout.dur o target.dur co0 0 o • . • • • • co • 0 o • " . U �\ a) \' 0) L • U . 0 00 • • • • o ' 0 i i 1 i i i i i i i i i 1 1 1 111 1 1 1 x 1 1 1 1 I I 1 1 11111 1 1 1 1 11111 10 5 10 4 10 3 10 -2 10 100 Probability Exceedence ({( V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Runoff from the developed site is carried through series of pipes directing the flows from each sub-basin(refer to attached sub-basin maps)to the detention facility situated on the southeast portion of the site. The 100-year and 25-year developed runoff from the site calculated to determine capacity of pipe from its initial point to its discharge point within the pond. The proposed storm system consists of one 12-inch pipe (double wall N-12 pipe). The formula used to determine flow is the Rational Method Equation Qr=CIrA Qr—peak flow for a storm return frequency r C—rainfull runoff coefficient Ir—peak rainfall intensity (inch/hr) for a storm return frequency r A—Drainage subbasin Fourth column of Pipe Report - A Fifth column of Pipe Report - C Eight column of Pipe Report- Ir Ir is determined from the formula Ir=(Pr)(ir) Pr—total precipitation for a 24-hr duration is found on the Isopluviam Maps Figurre 3.2.1A to D ir—the unit peak rainfall intensity derived from the following formula ir= (ar)(T)to the power of(-br) ar—values determined from Table 3.2.1.B for a 25-yr& 100-yr storm return Br—values determined from Table 3.2.1.B for a 25-yr& 100-yr storm return T—time of concentration—the short overland path, a 6.3 minute time is used for initial time T Refer to following calculations: Sub-basin areas Schematic layout Pipe report Intensity Duration Frequency Curve 3.5 0 2 years 10 years ^, 25 years ❑ 100 years 11 3.0 A i• .\ 2.5 N. N. L 2.0 `t•.� �'�` ., 1.5 0.5 t 0.0 ' ,t . i i _ - 0.0 5.0 10.0 15.0 20.0 25.0 Duration (min) Project Title:AZURE RIDGE APARTMENTS Project Engineer:Mounir Touma c:\haestad\stmc\azure.stm Touma Engineers StormCAD v1.0 00 11/14/08 09:09:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 1 1 " 1 i ( ' a 5th 0 u APARNEns waar++c FFSI TE FLOW +c — coac_I• —_T ' J � U .(JEVELDPED AR--2_2 - -- 210 2� A6= .1 ew-- ._. -_...../ — w_',2.-:=_-_ F s �' ---- 11-,•.. . A3=111 I SF Bldg � >o dg`c fil MIER -- wi / �. o //t 1:11-.114 l' MT PLAY AREA .iiimil 11/02 I 1114110 _, ,., .....„......t-5 ,i ._ k. 7rA r s fr.-, L__.--1- ! parrigirevi 1111 -,,i611r-lir jair41: 1116. 11" AP -16711::::-.-'''Cliiiiiik‘ '. ' i11911111111"111111:1 . • ° m"'"1 .... '' r 1 I,I1. / i I g I � r' '- 's� J . ) 1 l I I • _� F- -- ' -1 J IS• I ,''' 6 460 `.�" , _ II • „ ..... ... .. -'40\\0\ , C” ,. I, , I ii t .____,____________�, i 1I i 11 i I i� 0 i�' 1 I �_e�� I I ' ,i i x x -...\ \ , , > -:1 L 21. , ,or . N vir . ---"011111111I ,--- .47.1.0d ., V\ 11110,,,, N. ...,...b.......--• v400,44,.. ........„,-- .-?,,, „......„-____0 ....„, 11 - H ♦� y I.-- --146—.----.— Ii-�3,1r a 1 f-7� ----- 72— :. :rs ':.---4 1 t.. ...• i',.... • '�� -� Jeri /..� / -7 5 (C)4 ,i�' \.•,./.......... • . I bi > < ,,i,?' sdlip" '....7 / t, ‘ I .( as --- JB6-._..V'�i V 17 /Ii 'I` iS' 4 vfir_ - __7B -1rss� / j/�j ii/ \ 0� G� / / I 17::::------ -----.15°--/‘i 21P7-77 /// ,'"*.,, / .„..>< 7:5"7; :".04 ,''• '1;:::-- �'l//l//� / .'�%' /jam. // // • ,T/ '''9'. , �jj// ,•1 y , C '�' TT ) •b / / ' ` X'/f �;i `� )-/ $ / ,` , / / SWRARY SEWER MANHOLE7 El-205.60 ea&awa6 MAP AREA ' ' CB#2 CB#5 RIM=213.82 RIM=217.65 I E=208.54 I E=214.65 177 LF S=0.5% 199LF, S=3.07% I-1 P-1 1-2 P-4 1-4 P-2 ---------- CB#6 31 LF, S=1 .0% -- '■ 1-3 P-3 ut et E=207.70 RIM=212.50 CB#1 IE-209.42 RIM=213.70 10LF, S=5.50% lE=208.23 P-6 79LF, S=1 .48 i 5OLF,S=1 .0% 1-5 CB#3 P-5 RIM=213.90 CB#2 1-6 _- - - I E=210.90 RIM=212.40 u I E=209.40 Project Title:Azure Ridge Apartments Project Engineer Mounir Touma c:\haestad\stmc\azure.stm Touma Engineers StormCAD v1.0 07/12/11 02:33:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 216.00 Inlet: 1-3 Rim: 213.70 ft Inlet: I-1 Sump: 200.00 ft Rim: 212.50 ft 214.00 --- - Sump: 200.00 ft Inlet: 1-2 212.00 Rim: 213.82 ft Sump: 200.00 ft Outlet: Outlet 210.00 Rim: 214.70 ft —_ ----- • Sump: 200.00 ft \ i/, 208.00 Elevation ft / \ 206.00 Pipe: P-1 ft DnUp Invert:Invert: 208.5209.42. ft 4 ft Length: 17700 204.00 Section Size: 12 inch Pipe: P-3 , Up Invert: 208.23 ft Dn Invert: 207.70 ft Pipe: P-2 Length: 10.00 ft Up Invert: 208.54 ft 202.00 Section Size: 12 inch Dn Invert: 208.23 ft Length: 31.00 ft Section Size: 12 inch _ _ 200.00 0+00 0+50 1+00 1+50 2+00 2+50 Station ft /Q', —*(/ Project Title:Azure Ridge Apartments Project Engineer:Mounir Touma c:\haestad\stmc\azure.stm Touma Engineers StormCAD v1.0 07/12/11 02:32:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Inlet: 1-5 216.00 Inlet: 1-3 Rim: 213.90 ft Rim: 213.70 ft Sump: 200.00 ft Sump: 200.00 ft 214.00 212.00 Inlet: 1-6 Rim: 212.40 ft - Outlet: Outlet Sump: 200.00 ft 210.00 Rim: 214.70 ft Sump: 200.00 ft - /./ . ,208.00 Elevation ft 206.00 Pipe: P-5 Pipe: P-3 Up Invert: 210.90 ft Up Invert: 208.23 ft Pipe: P-6 Dn Invert: 209.40 ft Dn Invert: 207.70 ft Up Invert: 209.40 ft Length: 50.00 ft Length: 10.00 ft Dn Invert: 208.23 ft 204.00 Section Size: 12 inch Section Size: 12 inch Length: 79.00 ft Section Size: 12 inch 202.00 200.00 0+00 0+20 0+40 0+60 0+80 1 +00 1 +20 1 +40 1 +60 Station ft /6 -V•- Project Title:Azure Ridge Apartments Project Engineer: Mounir Touma c:\haestad\stmc\azure.stm Touma Engineers StormCAD v1.0 07/12/11 02:28:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 218.00 Inlet: 1-3 Inlet: 1-4 216.00 Rim: 213.70 ft Rim: 217.65 ft i Sump: 200.00 ft Sump: 200.00 ft -- -\ / 214.00 Inlet: 1-2 Rim: 213.82 ft Sump: 200.00 ft 212.00 t- 210.00 — Elevation ft Outlet: Outlet //6i-- 208.00 Rim: 214.70 ft ,-// , Sump: 200.00.fi1 Pipe: P-4 Up Invert: 214.65 ft 206.00 Dn Invert: 208.54 ft Length: 199.00 ft Section Size: 12 inch Pipe: P-2 204.00 Pipe: P-3 Up Invert: 208.54 ft p Dn Invert: 208.23 ft Up Invert: 208.23 ft Length: 31.00 ft Dn Invert: 207.70 ft Section Size: 12 inch 202.00 Length: 10.00 ft Section Size: 12 inch 200.00 0+00 0+50 1+00 1+50 2+00 2+50 Station ft /moo— tr/L Project Title:Azure Ridge Apartments Project Engineer: Mounir Touma c:\haestad\stmc\azure.stm Touma Engineers StormCAD v1.0 07/12/11 02:25:10 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Pipe Report /,�-% Pipe Jpstream Downstream Inlet Inlet Inlet Total System discharge Length Constructed5ectionfRoughnessCapecitOpstrearpownstrearbJpstrear>mownstreanWpstrearlDownstrearoJpstrearmownstrearr Node Node Area C CA CA Intensity (cfs) (ft) Slope Size (cfs) Invert Invert Ground Ground Cover Cover HGL HGL (acres) (acres)(acres) (in/hr) (ft/ft) Elevatior Elevation Elevation Elevation (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-5 1-5 1-6 0.15 0.46 0.07 0.07 3.19 0.22 50.00 0.030000 12 inch 0.010 8.02 210.90 209.40 213.90 212.40 2.00 2.00 211.09 209.80 P-6 1-6 1-3 0.26 0.90 0.23 0.30 3.02 0.92 79.00 0.014785 12 inch 0.010 5.63 209.40 208.23 212.40 213.70 2.00 4.47 209.80 208.92 P-4 1-4 1-2 0.05 0.90 0.05 0.05 3.19 0.14 199.00 0.030698 12 inch 0.010 8.11 214.65 208.54 217.65 213.82 2.00 4.28 214.81 209.12 P-1 1-1 1-2 0.52 0.90 0.47 0.47 3.19 1.50 177.00 0.004966 12 inch 0.010 3.26 209.42 208.54 212.50 213.82 2.08 4.28 209.94 209.12 P-2 1-2 1-3 0.26 0.90 0.23 0.75 2.49 1.88 31.00 0.009935 12 inch 0.010 4.62 208.54 208.23 213.82 213.70 4.28 4.47 209.12 208.92 P-3 1-3 Outlet 0.00 0.00 0.00 1.05 2.47 2.61 10.00 0.053000 12 inch 0.010 10.66 208.23 207.70 213.70 214.70 4.47 6.00 208.92 208.39 Project Title:Azure Ridge Apartments Project Engineer: Mounir Touma c:\haestad\stmc\azure.stm Touma Engineers StormCAD v1.0 07/12/11 02:37:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Node Report /o e,_ cr Node Inlet Inlet Inlet Externa Total Inlet ExternaUpstrearr6ystem System Total 4dditiona DarryoverKnown Total Discharge Ground Rim HGL InHGL Ou' Inlet Inlet Description Area C CA CA CA TC TC Flow Flow IntensityWatershec Flow (cfs) Flow Jpstream (cfs) ElevatiorElevation (ft) (ft) Intensity0ischarge (acres) (acres) (acres) (acres)(min) (min) Time Time (in/hr) (CIA) (cfs) (cfs) Added (ft) (ft) (in/hr) (cfs) (min) (min) (cfs) (cfs) 1-5 0.15 0.46 0.07 0.00 0.07 6.30 0.00 0.00 6.30 3.19 0.22 0.00 0.00 0.00 0.00 0.22 213.90 213.90 211.09 211.09 3.19 0.22 1-6 0.26 0.90 0.23 0.00 0.30 0.00 0.00 6.89 6.89 3.02 0.92 0.00 0.00 0.00 0.00 0.92 212.40 212.40 209.80 209.80 3.19 0.75 1-4 0.05 0.90 0.05 0.00 0.05 6.30 0.00 0.00 6.30 3.19 0.14 0.00 0.00 0.00 0.00 0.14 217.65 217.65 214.81 214.81 3.19 0.14 1-1 0.52 0.90 0.47 0.00 0.47 6.30 0.00 0.00 6.30 3.19 1.50 0.00 0.00 0.00 0.00 1.50 212.50 212.50 209.94 209.94 3.19 1.50 1-2 0.26 0.90 0.23 0.00 0.75 0.00 0.00 9.37 9.37 2.49 1.88 0.00 0.00 0.00 0.00 1.88 213.82 213.82 209.12 209.12 3.19 0.75 1-3 0.00 0.00 0.00 0.00 1.05 0.00 0.00 9.51 9.51 2.47 2.61 0.00 0.00 0.00 0.00 2.61 213.70 213.70 208.92 208.92 3.19 0.00 Outlet N/A N/A N/A N/A 1.05 N/A 0.00 9.55 9.55 2.46 2.61 N/A N/A N/A 0.00 N/A 214.70 214.70 208.39 208.39 N/A N/A Project Title:Azure Ridge Apartments Project Engineer: Mounir Touma c:\haestad\stmc\azure.stm Touma Engineers StormCAD v1.0 07/12/11 02:36:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Backwater Analysis The classic solution of storm sewer system hydraulics is via a backwater analysis which starts at the downstream outfall under free discharge, submerged, or tailwater control and proceeds in an upstream direction. StormCAD will perform gradually varied flow analysis in free surface flow conditions and pressure flow computations under full flow conditions. When verifying system performance, the engineer is primarily interested in where the hydraulic grade exists at each junction and inlet. The main goal of the backwater analysis is to identify areas where flooding occurs,. Steep pipes tend to "interrupt"the backwater analysis and reset the hydraulic control to critical depth at the upstream end of the steep pipe. The backwater analysis will then recommence at the upstream end of any supercritical reach. Gradually Varied Flow Gradually varied flow occurs for free surface flow conditions. Starting from a given boundary control depth (usually the hydraulic grade at the downstream junction) the depth will change gradually, increasing or decreasing, until (if the pipe conduit is sufficiently long) normal depth is achieved. StormCAD performs a gradually varied flow analysis for each conduit of the system which is operating under free surface flow. If the water surface moves above or below the crown of the conduit (in sealing or unsealing flow) conditions, the program will automatically transition into and out of a pressure analysis mode and friction losses for the submerged part of the pipe will be based on full flow friction slope . Gradually varied flow profiles which express the water surface depth curve along the length of the pipe proceed in an up or downstream direction depending on the hydraulic slope of the conduit and the controlling water surface elevations. Most storm sewer pipes are constructed at a mild slope and the depth of flow will increase gradually if the downstream starting elevation is less than normal depth (drawdown) and will decrease gradually if the starting water surface elevation is greater than normal depth (backwater). In these types of water surface profiles, the flow is operating under subcritical flow conditions. Occasionally, storm sewer systems will contain one or more pipes constructed at a hydraulically steep slope. Gradually varied flow profiles will be developed in an upstream direction whenever the controlling tailwater elevation lies well above critical depth and subcritical flow exists at the pipe exit. Unless the pipe is very short, steep pipes that have tailwater depths above critical depth will experience a hydraulic iump somewhere along their length. Usually pipes on a steep slope are entrance controlled. These pipes most frequently operate under supercritical flow and the hydraulic control will be at the entrance of the pipe. StormCAD sets the upstream hydraulic grade equal to the critical depth elevation at the entrance and develops a frontwater curve by computing depth variation in a downstream direction. In this type of frontwater analysis the depth decreases from critical depth and approaches normal depth at the pipe exit. StormCAD uses two different algorithms for computing the gradually varied flow profile through the pipe network depending on the hydraulic context of the pipe component as defined by the constructed slope and the governing tailwater elevations. Mild slopes operating under subcritical flow- The majority of the pipes fall in this hydraulic category. StormCAD uses the standard step method. M1 and M2 profiles are in this category. Steep pipes operating under subcritical flow- This typically results in a hydraulic jump. StormCAD uses the standard step method. S1 water surface profiles are in this category. Horizontal and Adverse slopes - StormCAD uses the direct step method. M1 and A2 water surface profiles are in this category. Steep pipes operating under supercritical flow- StormCAD uses the direct step method. S2 profiles are in this category. Note: StormCAD will not analyze certain flow profile types that occur rarely in conventional storm sewer system such as H3, M3, and S3. l�t� VI. SPECIAL REPORTS AND STUDIES The following is a list of reports and studies related to this project: • Geotechnical study prepared by PanGeo , Inc. dated February 15,2011, is attached at the back of this report. • DDES Field Check Observation prepared by Bill Pierce • Compilation of WLRD Drainage Complaints PartGFe e fi.0 4 It-t 6 * 1474. 0 c`::)girai.erh:g iron;>lllt:;s February 15,2011 File No. 11-006 Mr. Scott Roberts Lake Union Partners Seattle 2030 Dexter Avenue North, Suite 100 Seattle,WA 98109 Subject Geotechnical Engineering Report Azure Ridge Apartments 10436 SE Carr Road Renton,Washington Dear Mr. Roberts, Please find attached our geotechnical engineering report to assist you and the project team with design and construction of the proposed Azure Ridge development in Renton,Washington. This report documents the subsurface conditions at the site and our geotechnical engineering recommendations for the proposed project. In summary,test pits excavated across the site generally revealed the presence of competent soils(glacial till)at shallow depths. These conditions are conducive to the use conventional shallow foundations for building support. In the area of the site near the head of the ravine(Building B),the test pits encountered weak soils that we attribute to undocumented fill used to backfill a portion of the ravine during past grading. At this location, the footings will needed to be deepened and/or unsuitable soils below Building B will need to be removed and replaced with structural fill. Alternatively,the portion of the structure over weak soils may be supported with driven small diameter pipe piles. We appreciate the opportunity to work with you and your design team on this project. Please call if you have any questions. Sincerely, W. Paul Grant,P.E. Principal Encl.: Geotechnical Engineering Report TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE EXPLORATIONS 2 4.0 SUBSURFACE CONDITIONS 3 4.1 Soil, 3 4.2 GROUNDWATER 4 5.0 EXISTING DATA REVIEW 4 6.0 SLOPE STABILITY 5 7.0 GEOTECHNICAL RECOMMENDATIONS 5 7.1 SEISMIC CONSIDERATIONS 5 7.2 FOUNDATIONS 6 7.2.1 Spread Footings 7 7.2.2 Driven Small Diameter Steel Pipe Piles (Pin Piles) 8 7.3 SLAB ON GRADE 10 7.4 BELOW GRADE WALL DESIGN PARAMETERS 11 7.5 PAVEMENT DESIGN 12 7.6 UTILITY TRENCH BACKFILL 12 7.7 ROCKERY 13 7.8 PERMANENT CUT AND FILL SLOPES 14 7.9 PERMANENT DRAINAGE CONSIDERATIONS 15 8.0 CONSTRUCTION CONSIDERATIONS 15 8.1 DEMOLITION&EXCAVATIONS 15 8.2 UNSUPPORTED CUTS 15 8.3 MATERIAL REUSE 16 8.4 STRUCTURAL FILL 16 8.5 EROSION AND DRAINAGE CONSIDERATIONS 16 8.6 WET WEATHER EARTHWORK RECOMMENDATIONS 16 9.0 ADDITIONAL SERVICES 17 10.0 CLOSURE 18 11.0 REFERENCES 20 Azure Ridge Apartments 10436 SE Carr Road, Renton, Washington February 15,2011 LIST OF FIGURES Figure 1 Vicinity Map Figure 2 Site and Exploration Plan APPENDIX A SUMMARY TEST PIT LOGS Figure A-1 Terms and Symbols for Boring and Test Pit Logs Figure A-2 Log of Test Pit TP-1 Figure A-3 Log of Test Pit TP-2 Figure A-4 Log of Test Pit TP-3 Figure A-5 Log of Test Pit TP-4 Figure A-6 Log of Test Pit TP-5 Figure A-7 Log of Test Pit TP-6 Figure A-8 Log of Test Pit TP-7 Figure A-9 Log of Test Pit TP-8 Figure A-10 Log of Test Pit TP-9 APPENDIX B LABORATORY TEST RESULTS Figure B-1 Grain Size Distribution APPENDIX C PREVIOUS EXPLORATIONS Test Pit Logs TP-1,TP-2 and TP-3 (3 sheets) 11-006 Azure Ridge GT Rpt.doc iii PanGEO, Inc. GEOTECHNICAL ENGINEERING REPORT AZURE RIDGE APARTMENTS 10436 SE CARR ROAD RENTON,WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical engineering study that was undertaken to support the design and construction of the proposed Azure Ridge Apartments development in Renton,Washington. This study was conducted in accordance with our mutually agreed scope of work as outlined in our proposal dated November 19, 2010,and subsequently approved by Lake Union Partners on January 6, 2011. Our service scope included reviewing readily available geologic data in the vicinity of the project site, conducting a site reconnaissance, advancing test pits across the site, and developing the conclusions and recommendations provided in this report. 2.0 SITE AND PROJECT DESCRIPTION The project site is located at 10436 SE Carr Road,in Renton, Washington, as seen in Figure 1. The site is roughly triangular in shape, as shown in Figure 2,and measures about 500 feet in the east-west direction, and about 355 feet in the north-south direction,for a total area of about 2.1 acres. The site is currently undeveloped, with the exception of a two-story with basement house and attached garage that exists in the eastern portion of the site. We understand the existing structure is currently being used as an office. There are two distinctly different topographic areas of the property;the generally level northern portion of the site and the ravine feature in the southwest portion of the site. The ground surface in the northern approximately 120 feet of the site is level to gently sloping, with the western half of the site gently sloping east to the middle of the site, and the eastern half of the site gently sloping west to the middle of the site. Based on our review of the topographic site survey,as presented on Sheet C2 of the project plans prepared by Touma Engineers &Land Surveyors, dated May 2010, in the area of the proposed development site grades drop from about 218 feet and 220 feet(NAVD88)at the west and east ends of the property,respectively, to about 212 feet near the center of the property. The northern portion of the proposed building site is generally vegetated with low grass and weeds,with the exception of some blackberry vines and mature laurel bushes. The second topographic area of the site is located in the southwest corner of the site, as shown on Figure 2, and consists of a roughly north-east to south-west trending ravine. The side slopes of the ravine have a topographic relief ranging from 20 feet up to 60 feet, and are sloped at angles ranging from about 2H:1V to 1.75H:1V (Horizontal:Vertical). Mature evergreen and deciduous trees, as well as native underbrush,are growing on the side slopes of the ravine. Plates 1 through 3 below depict surface conditions across the project site. PanGEO,Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15, 2011 .; - : {K if f � if l l J ..:''.,M:... Y .... J 'v' ..::.......................... , , `::::::.... :.::. 4$f.,<.n •.n L};;^:::.'+!?siij;•r. ...... !:: _�:=:iii: a-`:`�:, '''''„',:::Ta.:-.:'::::.';:.:*. . .................<.......... ..........,.... ......... .. ...::....,•::�•rox•: ., - r••..?fir•F:'- >:�; ..;:..r' ::<;x •:?f,,•.:��:::i:�>:»i>�::i�:`::::: .. ..........:::::::::::............. :}r?:':::o�:a".,;:;•::':•�:?�;;:�;:�i:�;;:�;:�;:�i:�;:�:::�:r:�si::<::;rir..:.. ,J,:..<%C•:: ..:x<•. !':':i::%r:x•:: ' +' •:a:' „>Q,,,y <.;.. .:::•; .. .. 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'.•ti ,?<:;. ...k.- '•�'' y.: :•iia.:, ':-.0 Tg�•. .'u;`<?;o::r.:;.,'n.;g: T w• •.F':..:•°.••x� •x::: ,r fv�'. :{• :�': \a ':•y '�•.,.•.�yy.,._•,:: ;•-.-,`jtt; �::;a: ..s..; :'iii`.. ^�3c;:. a9?}••'�' `F9 �.}' ': ':' ':5''•a. "\v. .,?a., •::::�•>, `;..a;a;...p.n.}., a� ?.:YfY ..:..n .o}•-r,. .+`�J+`. +9,a, :?i:'..'`Si;�:q\ra :~l.. .. .,• fir;v:�ri ria "�µ�� ^�, '•�� "•:a .. .:;�•T a:... :•. ��T.:��'�t,:i::,:.,•. y. .?':0r\vr`ai :.rtH '. •? !n.•..:4,'.l x...-' :',;!:.!::7::::*:•::i::: ,: .ti)^:::; •a n,:•1«a.: `'m:Vg:,Y-?:';^- ... ........:c��•: ?:S”,..,-:v: '•Yr..."��`'�i�7N>..i2>k.A.: � ?�.: \`�k.•}•..: �'rv'i .......v.::` o...: .:... :..+.'�'�xr.:T.%> ot,.:. ''�a'�ii.• .... .. .'..�i.`: Plate 1. Looking west along north property line Plate 2. Looking east across the northern portion from near the northeast corner of the site. The of the site from the location of proposed Building A. existing structure is shown on the left, and the Proposed Building B will be located along the right proposed Building C will be located along the right side of the photo. side of the photo. y` ii`:.� Based on our review of Sheet Cl of the �� F V : as . project plans, prepared by Touma Engineers f .�� F :ear:. , �{:�,:";.};.;ors:;•.,,, •.i.,•s.�:;?;>::: �*. y.;,...ah: : > &Land Surveyors, dated May2010 the �:a: ��:::�:.:;;:.� :�:,;;,<;,,<:.....;.::inn>:: .»�:;<:::;:::_' y :'. .::4:1; ',::11:,::....:> �«:��' ' : rix <j.":-ti:;7;; ..l:r'0; .,::::: ii i2'ti;:ii::x:GS':nii:;ii>:ii;::2::L':uo'f'',-w.: «�>. ..;::�."�' ��::;.;::<::<;�';:; ::::::>�:}:-;}r;:};<::�T:r'>.::.:;..:,. ':;;,>' h proposed development will include the ` t:l ::.;,.x '; :>: •.*:fj;,-:;..;:•:;.rr'.r'rx.: H .: .,.moi Y's'':�^: ';�•a�;tisDc�.?;;;..:?,;;z•;%x.�'s>?s:f:;z?�<£ah;''�c�� - � :�:: < �'r.�i. :'tt':; 9 ?• - !:.: : :: i::>:<° `:>�ii::t'' ei construction of three apartment buildings �S.? �, ':� cG'.:<:�w:�,�',�1v.��3�c''r � ;c�:'A�.` "> i'::`r'ey?+k•'.,x�k..''.Y::a " .�;,! >.N:L.,,: <,,`.;1;. ;;,Y\:. (Buildings A, B and C), as well as covered vy '"'?^::;..spa :y. r, +A fi:: :st5::.':.:%> •:'ri" '': " a�, „ \ nes fir'f� ; ;, , parking areas and paved driveways, as noted w „b.•: f Y:... � f %T'” �'�J,r �,¢;` on Figure 2. Underground utilities, as well as d <<: ae ;\ w'Y"�4y� A:;�;:..: �, - ,> °< k ! an underground storm water detention system rra.,;r.F# � �s••� ••<?°l�f.a `3:;:r:?;`}>r:�.iw„K."';aax'?:A „(�' >:' �.g.�'' cl,•"?:?� a�\: ;:5:>-' ?;'.: x :;?' k4,, ' will also be incorporated into the project. ;fit\ %-;'.:,,} .:•... +�'n`•, {..;r; : /F: '. .��:�»'.r.>} ,}?': >:<.<�H°� `�, .. f;;.; �:<�:<�r�<� a��: �. r :: We understand that the finished floor Plate 3. Looking northeast up the head of the elevations of Buildings A, B and C will be ravine. Photo taken from south side of the site, about 211 feet, 213 feet, and 214 feet. As adjacent to Carr Road. such, we anticipate cuts and fills up to about 8 feet deep will be required for the project. 3.0 SUBSURFACE EXPLORATIONS 3.1 TEST PIT EXCAVATIONS Nine test pits (TP-1 through TP-9) were excavated on January 24, 2011, to explore subsurface conditions across the subject property. The approximate test pit locations, which were located 11-006 Azure Ridge GT Rpt.doc 2 PanGEO, Inc. Azure Ridge Apartments 10436 SE Can Road, Renton,Washington February 15,2011 based on coordinates obtained from a mapping-grade hand-held GPS unit, are indicated on Figure 2. The test pits were excavated to depths ranging from 4 to 8 feet below the existing ground surface using a rubber-tired backhoe owned and operated by Northwest Excavating& Trucking Company,Inc. of Mill Creek,Washington. An engineer from PanGEO was present during the field explorations to observe the test pit excavations,to obtain representative soil samples, and to describe and document the soils encountered in the explorations. The soil samples were described using the system outlined on Figure A-1. The test pit logs are presented in Appendix A as Figures A-2 through A-10, and provide descriptions of the materials encountered, depths to soil contacts, and depths of seepage or caving observed in the test pit sidewalls. The relative in-situ density of cohesionless soils, or the relative consistency of fine- grained soils,was estimated from the excavating action of the back-hoe, and the stability of the test pit sidewalls. Where soil contacts were gradual or undulating,the average depth of the contact was recorded in the log. After each test pit was logged,the excavation was backfilled with the excavated soils and the surface was tamped and re-graded smooth. 3.2 LABORATORY TESTS Two representative soil samples were selected for grain size testing. The tests were performed in general accordance with ASTM D421. The results are summarized in Figure B-1, in Appendix B of this report. 4.0 SUBSURFACE CONDITIONS 4.1 SOIL According to the geologic map of the area by Booth and others(2007),the project site is underlain by Vashon Till,an overconsolidated heterogeneous mixture of silt, sand and gravel. Our test pit explorations excavated at the site generally confirmed the mapped stratigraphy, and encountered various amounts of fill, which are likely associated with previous grading of the site, over what we interpreted to be the mapped glacial till deposit. In addition,the results of our test pits corresponded to our review of previous subsurface investigations advanced at the site(see Section 5.0 below). Detailed soil descriptions are presented in Appendix A, and a summary of the soil units encountered are as follows: Topsoil/Fill: All test pits, except where noted below, encountered from approximately 1 to 1'/2 feet of loose, dark to medium brown, sandy silt and silty sand with prevalent organics. The upper 1-foot of material in test pits TP-2 and TP-9, however, which were located along the north property line, near the middle of the site, encountered fill material consisting of loose to medium dense, gravelly sand with trace silt, that we interpreted to be imported gravel borrow. Lastly, test pit TP-3, which was located at the head of the ravine, encountered 4 feet of loose, brown silty sand and sandy silt with prevalent organics as well 11-006 Azure Ridge GT Rpt.doc 3 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 as debris (wires, etc.). We anticipate that the fill was placed during previous grading of the site to possibly fill in the head of the ravine feature. FiWDisturbed Soil: With the exception of test pit TP-1, all test pits encountered a second soil unit underlying the topsoil/fill layer consisting of loose to medium dense, brown, silty fine sand with generally trace to some organics. We anticipated this unit to be either fill, or soils that have been previously disturbed by historic site grading. Again, this layer was thickest in TP-3 and TP-9 near the center of the site,at the head of the ravine feature. Glacial Till: Underlying the topsoil/fill/disturbed soils, all test pits encountered medium dense becoming dense, brown and gray, silty fine sand with some to trace gravel, with occasional cobbles and boulders. The upper portion of this unit exhibited rust stains, and was moist to wet in some of the test pits. This soil unit increased in density with depth. We interpreted this soil unit as the mapped glacial till. 4.2 GROUNDWATER Groundwater was not encountered in the test pits at the time of the excavation,however,minor seepage was observed in TP-4, at a depth of about 3 feet,and wet soils were typically observed near the top of the native till. The wet soil and seepage is the result of perched groundwater within the fill overlying the dense, impermeable glacial till. We anticipate that perched water will likely be present at the contact between the fill and the glacial till. Additionally, seepage is also common within sand or gravel layers that typically occur within a glacial till deposit. It should be noted that groundwater elevations may vary depending on the season, local subsurface conditions,and other factors. Groundwater levels are normally highest during the winter and early spring. 5.0 EXISTING DATA REVIEW As part of our study, we reviewed the summary test pit logs for previous geotechnical studies conducted at the site. Three test pits,TP-1 through TP-3, were advanced at the site between October 15, 2002 and August 14, 2007,to explore subsurface conditions along the top of the ravine slope for a proposed retaining wall (Bergquist Engineering Services, 2002&2007). The approximate locations of the three previously advanced test pits are shown on Figure 2, and a copy of the summary logs prepared by others are presented in Appendix C. The locations of the test pits were scaled from a site plan provided with the test pit logs,and were adjusted to match the surface elevations shown on the test pit logs. Based on our review of the logs, all three test pits encountered approximately 31/2 to 4 feet of fill, consisting of very loose to loose, sandy silt and silty sand with some organics,gravel and fill debris. Below the fill,the test pits encountered very dense, silty sand and sandy silt with gravel, that we interpret to be glacial till. No groundwater was noted in the summary logs. 11-006 Azure Ridge GT Rpt.doc 4 PanGEO,Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 6.0 SLOPE STABILITY As described above, a ravine is located in the southwest portion of the subject site. As shown in Figure 2,the south sides of the proposed structures will be located in close proximity to the northern side-slope of the ravine. As such,we evaluated the stability of the existing steep slope based on the results of our subsurface explorations and our observations made during our site reconnaissance. Based on the site survey provided to us, and our observations in the field,the existing slope angle ranges from about 2H:1V to 1.75H:1V (Horizontal:V ertical). During our site reconnaissance,we did not observe indicators of slope instability at the site, such as scarps or uneven terrain. In addition,while slope creep, or the downslope movement of surficial soils, is common on steep slopes, only minor evidence of slope creep was observed on the ravine side- slopes as indicated by occasional bent tree trunks and leaning trees. Subsurface conditions below the slope are anticipated to consist of several feet of loose to medium dense soils over dense to very dense glacial till. Our opinion regarding the stability of the slope is based on our observations at the site,the existing slope angles, and the underlying dense to very dense glacial till deposit encountered in the recent and previous test pits advanced on and adjacent to the slope. In our opinion, provided that the recommendations provided herein are followed for design and construction of the proposed project(building foundations bearing on native undisturbed soil, structural fill, or pin piles), we believe that the currently proposed site development will not adversely affect the overall stability of the steep slope. 7.0 GEOTECHNICAL RECOMMENDATIONS 7.1 SEISMIC CONSIDERATIONS The following provides seismic design parameters for the site that are in conformance with the 2009 International Building Code,which specifies a design earthquake having a 2%probability of occurrence in 50 years (return interval of 2,475 years), and the 2002 USGS seismic hazard maps: Design Design Control Site Spectral PGA Periods Recurrence Site Coefficients Response ( ) (SDs/2.5) Interval Class SS S Parameters sec. Fa Fv SDs SDI. To Ts 2.475 yr C 1.38 0.47 1.0 1.33 0.92 0.42 0.09 0.45 0.37 11-006 Azure Ridge GT Rpt.doc 5 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road,Renton,Washington February 15,2011 The very dense glacial till that underlies the site is not susceptible to liquefaction. Therefore, special design considerations associated with soil liquefaction are not necessary for this project. 7.2 FOUNDATIONS Based on the results of test pits advanced for this study, as well as previous explorations advanced at the site,the proposed buildings may be supported on conventional shallow foundations. However, due to localized areas of undocumented fill from previous grading activities,some over-excavation and replacement with structural fill or lean-mix concrete will be needed to provide uniform support for the proposed footings. Where fill thicknesses are greater than about 5 feet, we recommend that a deep foundation system consisting of small-diameter driven pipe piles be considered as a potentially more cost-effective foundation option. Based on our understanding of the currently proposed development,we offer the following summary of potential foundation support schemes for each of the three buildings. Building A: We estimate that the bearing soil will lie about 2 to 2%2 feet below the existing ground surface for Building A(see Figure 2), and therefore only minor amounts of over- excavation and replacement with structural fill or lean-mix concrete may be needed near the south end of the building.However, based on an assumed bottom of footing elevation of about 209 feet,and the layout shown on Figure 2,the footings within the southern 15 to 20 feet of the structure will need to step down to follow the slope and achieve adequate embedment. Building B: We estimate that the depth to bearing soil below the footprint of Building B will vary significantly from east to west. Based on our test pits,the bearing soil will likely exist from 2 to 3 feet below the existing site grades over the western approximately half of the building footprint,while bearing soils over the eastern half of the building may be up to 7 to 8 feet below the existing ground surface(see Figure 2). Based on an assumed bottom of footing elevation of about 211 feet, and the layout shown on Figure 2, in addition to stepping the footings down to follow the existing slope,the footings within the eastern half of the building will need to be significantly deepened, and/or significant over-excavation and replacement with structural fill or lean-mix concrete will be needed to reach bearing soil. As such, driven small diameter pin piles may be considered as an alternative foundation support option for the eastern end of Building B. Building C: We estimate that the bearing soil will lie about 1'/2 to 31/2 feet below the existing ground surface below the footprint of Building C(see Figure 2). As such, we anticipate that only limited amounts of over-excavation and replacement with structural fill or lean-mix concrete would be needed at the west end of the building footprint. For all buildings,the actual amount of over-excavation will be determined during construction based on actual conditions at the footing locations. 11-006 Azure Ridge GT Rpt.doc 6 PanGEO,Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15, 2011 7.2.1 Spread Footings Footing Design Parameters -All footings should be founded on the native undisturbed medium dense to very dense till soils underlying the site,properly compacted structural fill, or lean-mix concrete. At locations where undocumented fill soils are observed at the footing location,the fill should be over-excavated below the footing and replaced with properly compacted granular structural fill. The over-excavation should extend horizontally from each side of the proposed footing a distance equal to at least one-half the depth of the over-excavation. Alternatively,to limit the size of the over-excavation and quantity of backfill,if the over-excavation is backfilled with 1'V2 sack lean-mix concrete,the backfill only needs to extend 12-inches out from each side of the proposed footing. In addition, because workers would not have to enter the over- excavation if it is to be backfilled with lean-mix,the side walls of the excavation could be cut near vertical. Provided that the footings bear on native undisturbed till soil,properly compacted structural fill or lean-mix concrete, an allowable bearing pressure of 4,000 psf may be used for sizing the footings. The recommended allowable bearing pressure may be increased by 1/3 for transient conditions such as wind and seismic loadings. All footings should be founded a minimum depth of 18 inches below the adjacent finish grade, or for interior footings, 12 inches below the floor slab. Spread and continuous footings should have minimum widths of 24 and 18 inches, respectively. Lateral forces from wind or seismic loading may be resisted by the combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 350 pounds per cubic foot(pcf). This value includes a factor of safety of at least 1.5 assuming that a properly compacted structural fill will be placed adjacent to the sides of the footings. A coefficient of friction of 0.4 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor of safety of approximate 1.5. Total and differential settlements are anticipated to be within tolerable limits for footings designed and constructed as discussed above. Footing settlement under static loading conditions are estimated to be less than about 1-inch and differential settlement between adjacent column footings should be less than about ''V2-inch. Most settlement will occur during construction as loads are applied. Construction Considerations -All footing excavations should be trimmed neat and footing subgrades should be carefully prepared. Any loose soil should be removed from the footing excavations or re-compacted. Footing excavations should be observed by PanGEO to confirm that the exposed footing subgrade is consistent with the expected conditions and adequate to support the design bearing pressure. 11-006 Azure Ridge GT Rpt.doc 7 PanGEO,Inc. Azure Ridge Apartments 10436 SE Can Road,Renton,Washington February 15,2011 The contractor should be aware that the site soils are very moisture sensitive due to their high silt content,and will become disturbed and soft when exposed to inclement weather conditions. As a result, depending on the weather condition at the time of footing construction, it may be necessary to place 2 to 3 inches of crushed rock or lean mix concrete(11/2 sack mix)on the exposed footing subgrade to protect against degradation of the subgrade from moisture. Footing Drains-Perimeter footing drains should be installed to provide permanent control of subsurface water adjacent to the new structure. As a minimum,4-inch diameter perforated drainpipes should be installed at the base of the footings and embedded in 12 to 18 inches of pea or washed gravel. The gravel should be wrapped in a geotextile filter fabric to prevent the migration of fines into the drain system. The drainpipe should be graded to direct water to a suitable outlet. Z2.2 Driven Small Diameter Steel Pipe Piles(Pin Piles) In our opinion small diameter driven steel pipe piles represent a feasible foundation option in terms of cost and long-term performance for the eastern portion of the proposed Building B, where deep fill soils were encountered in our test pit explorations. Small diameter pipe piles may be utilized to transfer the structure loads through the loose soil to the underlying dense glacial till. Pipe piles of 2-to 4-inches in diameter are typically utilized for this purpose. 2-inch pin piles are typically installed using portable,handheld equipment and are suited for areas where limited site access exists or in low headroom areas (i.e. inside a basement). 3-inch and 4-inch pin piles are typically installed using small hammers mounted on a small excavator. Pin Pile Sizes—In our opinion 2-, 3-,or 4-inch diameter pin piles may be used to support the new structure. Because site access is not an issue, we anticipate that it may be more economical to use 3- or 4-inch diameter pin piles to support the proposed structure as they have a greater capacity than 2-inch piles. Pin Pile Capacity-The number of piles required depends on the magnitude of the design load. 2-inch diameter pin piles are typically installed with a 90-lb jackhammer. An allowable axial compression capacity of 3 tons per pile may be utilized for design with an approximate factor of safety of 2 when piles are driven to practical refusal (less than 1 inch of penetration for 1 minute of continuous driving). An allowable axial compression capacity of 6 and 10 tons may be used for 3-and 4-inch diameter piles,respectively,with an approximate factor of safety of 2.0. Penetration resistance required to achieve the capacities will be determined based on the hammer used to install the pile. Tensile capacity of pin piles should be ignored in design calculations. It is our experience that the driven pipe pile foundations should provide adequate support with total settlements on the order of'A-inch or less. 11-006 Azure Ridge GT Rpt.doc 8 PanGEO,Inc. Azure Ridge Apartments 10436 SE Can Road, Renton, Washington February 15,2011 Pin Pile Specifications-We recommend that the following specifications be included on the foundation plan: 1. 2-inch diameter piles should consist of galvanized Schedule-80, ASTM A-53 Grade"A" pipe. 2. 3-inch or 4-inch diameter piles should consist of galvanized Schedule-40, ASTM A-53 Grade"A"pipe. 3. 2-inch piles shall be driven to refusal with a minimum 90-lb jackhammer. Refusal is defined as no more than 1 inch of penetration for 1 minute of continuous driving. 4. 3-and 4-inch piles shall be driven to refusal with a minimum 650-lb hydraulic hammer. The driving criteria will be determined based on the actual hammer size selected by the contractor,and a static load test program(see discussion in Item 6). 5. Piles shall be driven in nominal sections and connected with compression fitted sleeve couplers (see detail below—Courtesy of McDowell Pile King, Kent,WA). We discourage welding of pipe joints, particularly when galvanized pipe is used, as we have frequently observed welds broken during driving. pine;3s ySf 1 New 8le*:e. 1r Y' 1 33{3,e341:if:ti ?Re 6. At least 3%(but no more than 5)of the 3-and 4-inch pin piles should be load tested. All load tests shall be performed in accordance with the procedure outlined in ASTM D1143. The maximum test load shall be 2 times the design load. The objective of the testing program is to verify the adequacy of the driving criteria, and the efficiency of the hammer used for the project. 7. The geotechnical engineer of record or his/her representative shall provide full time observation of pile installation and testing. 11-006 Azure Ridge GT Rpt.doc 9 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road,Renton,Washington February 15,2011 The quality of a pin pile foundation is dependent, in part, on the experience and professionalism of the installation company. We recommend that a company with experienced personnel be selected to install the piles. In particular,for installation of 2-inch pin piles with a 90-lb jackhammer,the hammer operator should lean heavily on the hammer during driving,to be certain that maximum drive and penetration is achieved. Lateral Forces-Lateral capacity of vertical pin piles should be ignored in design calculations. Lateral forces from wind or seismic loading may be resisted by the passive earth pressures acting against the pile caps and grade beams. Passive resistance values may be determined using an equivalent fluid weight of 350 pounds per cubic foot(pcf). This value includes a safety factor of at least 1.5 and assumes that properly compacted granular fill will be placed adjacent to and surrounding the pile caps and grade beams, and will extend a horizontal distance 2 times the height of the pile cap. If needed, resistance to lateral loads may also be accomplished by battering the piles to a slope of 3(H):12(V), or steeper. Estimated Pile Length-The required pile length in order to develop the recommended pile capacity is expected to vary across the footprint of the structure, depending on the actual driving conditions encountered. For planning and cost estimating purposes, we suggest that a 5-to 10- foot penetration into the native soil is an appropriate estimate. Based on the 7 feet of fill encountered in our test pit TP-3,pile lengths up to 12 to 17 feet below existing grades may be expected. Obstructions-Obstructions may be encountered within the fill soil. Where possible,the obstructions should be removed to facilitate the pile driving. If obstructions cannot be removed, the structural engineer of record should be notified to revise the pile layout to accommodate moving the piles. 7.3 SLAB ON GRADE Conventional slab on grade construction may be used for the buildings' floor slabs, with the exception of the eastern half of Building B,where thick layers of fill exist. At the east end of Building B,we recommend that a structural floor slab or a timber joist floor be utilized to provide an acceptable level of performance and avoid large volumes of over-excavation and replacement. With any new slab on grade construction,the underlying subgrade should be compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. If areas of loose or soft subgrade soils are encountered,they should be removed and replaced with properly compacted structural fill. With this subgrade treatment, a modulus of subgrade reaction of 100 pci may be used for the floor slab design. Floor slabs should be constructed on a minimum 4-inch thick capillary break consisting of free- draining, crushed rock or well-graded gravel compacted to a firm and unyielding condition. The 11-006 Azure Ridge GT Rpt.doc 10 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 capillary break material should have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. We also recommend that a 10-mil polyethylene vapor barrier be placed below the slab. 7.4 BELOW GRADE WALL DESIGN PARAMETERS Below-grade walls should be properly designed to resist the lateral earth pressures exerted by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater from behind the wall. Our geotechnical recommendations for the design and construction of the below-grade walls are presented below. Lateral Earth Pressures—The below grade portions of the walls should be designed for an earth pressure based upon an equivalent fluid weight of 35 pcf for active conditions, and 55 pcf for at-rest conditions. A uniform pressure of 711 psf should be added to reflect the increase loading for seismic conditions, where H corresponds to the buried depth of the wall. The recommended lateral pressures assume that the backfill behind the wall consists of a free draining and properly compacted fill with adequate drainage provisions. Surcharge Pressures—If surcharge loads, such as vehicle traffic in the parking lot, will be located within a horizontal distance equal to the height of the wall,the lateral earth pressures will need to be increased based upon the type and magnitude of surcharge. For simplicity,a uniform horizontal pressure of 125 psf may be used to model the surcharge loads imposed by driveway traffic within the height dimension of the wall. Lateral Resistance—Lateral forces from unbalanced earth pressures or seismic loading may be resisted by the combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 350 pounds per cubic foot(pcf). This value includes a factor of safety of at least 1.5 assuming that a properly compacted structural fill will be placed adjacent to the sides of the footings. A coefficient of friction of 0.4 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor of safety of approximate 1.5. Wall Backfill—The existing on-site soils are not suitable for wall backfill as they contain an excessive amount of fines. This makes the soil particularly difficult to handle and compact in wet weather; additionally,these soils have poor drainage characteristics. Where wall backfill will be needed, free draining granular soils such as Gravel Borrow, as described in Section 9- 03.14(1)of the 2010 WSDOT Standard Specifications, or Seattle Mineral Aggregate Type 17 are recommended. In areas where the space is limited between the wall and the face of excavation, pea gravel may be used as backfill without compaction. 11-006 Azure Ridge GT Rpt.doc 11 PanGEO,Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture content,placed in loose,horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the wall,the backfill should be compacted to 90 percent of the maximum dry density. Wall Drainage—Provisions for permanent control of subsurface water should be incorporated into the design and construction of the below-grade walls. As a minimum,4-inch diameter perforated drainpipes should be installed behind and at the base of the wall footings, embedded in 12 to 18 inches of pea or washed gravel. The gravel should be wrapped in a geotextile filter fabric to prevent the migration of fines into the drain system. The drainpipe should be graded to direct water to a suitable outlet. 7.5 PAVEMENT DESIGN We anticipate that new asphalt paving will be used for parking and driveway areas around the new buildings. Assuming that the driveway and parking areas will support primarily automobile traffic with only occasional heavy truck traffic, we recommend using a pavement section consisting of a minimum of 3 inches of hot mix asphalt overlying 6 inches of Crushed Surfacing Base Course(WSDOT 9-03.09(3)). The subgrade beneath the pavement section should be proof rolled to a dense and unyielding surface and backfilled with structural fill where needed to achieve the desired final grade. Any areas of loose or softened soil identified during the proof roll should be removed and replaced with structural fill. As noted in this report, loose fill soils are anticipated near the middle of the site, and over-excavations and replacement of the upper 1 to 2 feet should be anticipated in this area for planning purposes. All materials within the pavement section should be compacted to 95% of the materials maximum dry density, as determined using test method ASTM D 1557. It should be noted that actual pavement performance will depend on a number of factors, including the actual traffic loading conditions. A thicker pavement section than recommended above will reduce the amount of pavement maintenance required, and will increase the number of years that the pavement will remain serviceable before an overlay is needed. 7.6 UTILITY TRENCH BACKFILL In areas supporting pavements and other load-bearing elements,trench backfill should conform to the requirements for structural fill discussed below. The trench backfill should be placed in 8- to 12-inch, loose lifts and compacted using mechanical equipment to at least 90 percent of its maximum dry density, as determined by test method ASTM D1557. The upper 2 feet of backfill should be compacted to at least 95 percent of maximum dry density. Because most of the on site soils contain a significant amount of fines,and are moisture sensitive, it may be difficult or impossible to achieve the desired level of compaction utilizing on site soils during wet weather, 11-006 Azure Ridge GT Rpt.doc 12 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 such as during winter and early spring. However, if the utilities will be installed in the drier summer months and the excavated soils can be properly aerated to achieve the desired moisture content,it may be possible to re-use the on-site soils as trench backfill and achieve the required level of compaction. In non-structural areas where settlement of the trench backfill will not affect the performance and the use of the area, on-site soils may be used as trench backfill in its present condition, provided that a reasonable level of compaction(i.e. 90%of Standard Proctor,ASTM D698) can be achieved. On-site soils,however, should not be used for trench backfill if wet and significant pumping occurs during compaction. During placement of the initial lifts,the trench backfill should not be bulldozed into the trench or dropped directly on the pipe. Furthermore,heavy vibratory equipment should not be permitted to operate directly over the pipe until a minimum of 2 feet of backfill has been placed. 7.7 ROCKERY We anticipate that rockeries may be incorporated into the project design to achieve minor grade changes within the proposed development. In our opinion rockeries may be used at cut locations, or at fill locations less than 4 feet in height. We do not recommend rockeries be used to retain fills of greater than 4 feet. Construction of rockeries should be performed in accordance with Section 8-24 of the 2010 WSDOT Standard Specifications. For design purposes, the base rock should have a minimum width equivalent to at least one-third the wall height, and gradually taper to a minimum top width of 11/2 foot(i.e.,two-man rock). Rocks smaller than 11/2-foot in width should not be used for this project. The width is designated as the width of a single rock as measured perpendicular to the face of the slope. The wall face should be inclined no steeper than 6V:1H, and the base rocks should be keyed in at least 1 foot below the lowest adjacent grade on level surfaces. For rockeries on slopes, we recommend that the base of the rockery have adequate embedment such that the outer face of the lowest rock will be located a minimum of 3 feet from the slope face. The rockery walls should be founded on the native undisturbed glacial soils or properly compacted structural fill. If soft compressible soils are encountered in the rockery foundation soils, it may be necessary to remove and replace the soft soils to the depth determined by the geotechnical engineer. Backfill behind the rockery should consist of free draining material,and drainage provisions should be installed behind the base of the rockery. As a minimum, 4-inch diameter perforated drainpipes should be installed along the base of the rockery and embedded in 12 to 18 inches of pea or washed gravel. The gravel should be wrapped in a geotextile filter fabric to prevent the 11-006 Azure Ridge GT Rpt.doc 13 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 migration of fines into the drain system. The drainpipe should be graded to direct water to a suitable outlet. Rocks should be placed so that the contact seam between two adjacent rocks is not above or below the vertical contact seam for the upper and lower courses(i.e. each rock should overlap at least two different rocks in the course below). The long axis of each rock should be placed perpendicular to the slope. The rock surfaces between individual courses should be relatively flat,and should in no case slope downward away from the wall. Rock quality is critical to rockery wall performance. Many rockery failures occur because of degradation of poor-grade rocks under freeze-thaw and weathering conditions. As a minimum, the rock used should meet the requirements outlined in Section 9.13.7(1) of the 2010 edition of WSDOT Standard Specifications. The chinking material for backfill should meet the requirements outlined in Section 9.13.7(2). 7.8 PERMANENT CUT AND FILL SLOPES If permanent cut or fill slopes will be needed for this project,we recommend that they be constructed no steeper than 2H:1V (horizontal:vertical). For fill slopes constructed at 2H:1V or flatter, and comprised of fill soils placed and compacted as recommended in this report,we anticipate that adequate factors of safety against global failure will be maintained. Prior to placing compacted fill against an existing slope, all loose/soft soils must first be removed from the slope face. In addition, adequate benching must be maintained for existing slopes with angles steeper than 3H:1V (Horizontal:Vertical). The removal of loose surficial soils is typically accomplished during the benching process, as fill placement progresses upwards. However,if thick layers of fill exists, such as found at the subject site near the head of the ravine,over- excavation of unsuitable soils will be required to establish a competent base for fill compaction. Each bench should be at least 6 feet wide and may be about 2 to 3 feet high. All fill should be placed and adequately compacted in horizontal lifts on each bench. Measures should be taken to prevent surficial instability and/or erosion. For a permanent fill slope,this can be accomplished by conscientious compaction of the embankment fills all the way out to the slope face, by maintaining adequate drainage, and planting the slope face as soon as possible after construction. To achieve the specified relative compaction at the slope face, it may be necessary to overbuild the slopes several feet,and then trim back to design finish grade. In our experience, compaction of slope faces by "track-walking"is generally not as effective. For all permanent slopes, vegetation should be planted as soon as feasible. 11-006 Azure Ridge GT Rpt.doc 14 PanGEO,Inc. Azure Ridge Apartments 10436 SE Carr Road,Renton,Washington February 15,2011 7.9 PERMANENT DRAINAGE CONSIDERATIONS Permanent control of surface water and roof runoff should be incorporated in the fmal grading design. In addition to these sources, irrigation and rain water infiltrating into the proposed landscaped and planter areas adjacent to paved areas or building foundations should also be controlled. Due to the impermeable soils underlying the site,water will not readily infiltrate into the subsurface soils and should be prevented from ponding immediately adjacent to pavements or building foundations. All collected runoff should be directed into conduits that carry the water away from the pavement or structure and into storm drain systems or other appropriate outlets. Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 8.0 CONSTRUCTION CONSIDERATIONS 8.1 DEMOLITION&EXCAVATIONS All footings and floor slabs of the existing buildings, as well as asphalt, building debris and concrete rubble should be removed from the site prior to the start of excavations. Because very dense glacial till exists below the site,larger than typical excavating equipment and/or the use of rippers may be necessary to loosen the very dense till. Additionally, randomly occurring cobbles and boulders are common within glacial till deposits, and the contractor should be prepared to deal with such obstructions. Furthermore, as found in test pit exploration TP-3, debris may be present within the fill. 8.2 UNSUPPORTED CUTS On average, excavations at the site are anticipated to encounter from 2 to 7 feet of loose to medium dense fill soil over dense to very dense silty sand with some gravel (glacial till). Temporary excavations greater than 4 feet deep should be properly sloped or shored. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code)296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. For planning purposes,the temporary excavations may be sloped to as steep as 1(H):1(V)within the fill soils,and to as steep as Y2(H):1(V)within the native undisturbed glacial till soils. Temporary excavation slope angles should be re-evaluated in the field during construction,however, based on actual observed soil conditions. We anticipate that the excavations will not be significantly impacted by groundwater. If zones of seepage are encountered, however,the temporary slope may need to be cut to shallower angles to maintain stability. During wet weather, runoff water should be prevented from entering excavations. If groundwater seepage is encountered, we anticipate that the use of drainage ditches and sump pumps will provide adequate construction dewatering. We also recommend that heavy construction equipment,building materials, excavated soil, and vehicular traffic 11-006 Azure Ridge GT Rpt.doc 15 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 should not be allowed within a distance equal to 1/3 the slope height from the top of any excavation 83 MATERIAL REUSE The contractor should be aware that the on-site soils (glacial till)have a high fines content,and are moisture sensitive. The re-use of these materials as structural fill may be possible only if the materials are properly handled and can be compacted to the required density. The re-use of the on-site soils during wet times of the year will be difficult or impossible. As such,for planning purposes, we do not recommend the re-use of on-site material. If use of the on-site soils is planned,any excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall. Alternatively, if the excavated soils become wet and unsuitable,we recommend that backfill soil consist of all weather granular structural fill as described below. 8.4 STRUCTURAL FILL Structural fill may be needed to backfill footings and over-excavations, under slabs, behind backfilled walls or to raise grades under paved areas. Granular import soils, such as Gravel Borrow, as described in Section 9-03.14(1)of the 2010 WSDOT Standard Specifications, or Seattle Type 17, should be used as an all weather structural fill during wet weather, or if on-site soils cannot be properly re-used. The structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose,horizontal lifts less than 8 inches in thickness,and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. 8.5 EROSION AND DRAINAGE CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically,this includes the construction of shallow,upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering the excavation. All collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations,and exposed slopes should be protected with visqueen. 8.6 WET WEATHER EARTHWORK RECOMMENDATIONS General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: • Because site soils are moisture sensitive, all footing subgrades should be protected against inclement weather. One option is to place a 2-to 3-inch thick layer of clean 11-006 Azure Ridge GT Rpt.doc 16 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road,Renton, Washington February 15,2011 crushed rock or lean mix concrete on the footing subgrade as soon as the subgrade is exposed. • Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • During wet weather,the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing 3/4-inch sieve. The fines should be non-plastic. • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. • Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. 9.0 ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the project,PanGEO should conduct a review of the final project plans and specifications, and perform a field-monitoring program during construction. Specifically,we anticipate that the following construction support services may be needed: • Review final project plans and specifications; • Verify implementation of erosion control measures; • Verify adequacy of footing, slab and pavement subgrades; • Monitor installation of pin piles(if needed); • Confirm the adequacy of the compaction of structural backfill; • Verify proper installation of drainage systems; and • Other consultation as may be required during construction. Modifications to our recommendations presented in this report may be necessary, based on the actual conditions encountered during construction. 11-006 Azure Ridge GT Rpt.doc 17 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road,Renton,Washington February 15,2011 10.0 CLOSURE We have prepared this report for use by Lake Union Partners Seattle, and the project team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program,review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed-upon scope of work. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report,we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods,techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally,the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold-related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied,is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions(both off and on-site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore,this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor,subcontractors,etc.,are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report,PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. 11-006 Azure Ridge GT Rpt.doc 18 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road,Renton,Washington February 15, 2011 We appreciate the opportunity to be of service. Sincerely, PanGEO,Inc. v- <,fy > A .:r4r.�R .v. s4 t 77- a A lk-A ......++ „`fie C .4..,...•''' #4; ,. 1.321L4S C ,,,.. .!J.— 4li • ' e :`� t:: Jon C. Rehkopf,P.E. W. Paul Grant,P.E. Senior Project Geotechnical Engineer Principal Geotechnical Engineer 11-006 Azure Ridge GT Rpt.doc 19 PanGEO, Inc. Azure Ridge Apartments 10436 SE Carr Road, Renton,Washington February 15,2011 11.0 REFERENCES Bergquist Engineering Services (2005). Log of Test Pit 1, Carr Road Apartments,King County, Washington. BES Project No. 200215-1, dated October 15, 2002. Bergquist Engineering Services (2007). Log of Test Pit 2 and 3, Carr Road Apartments,King County,Washington. DES Project Nos. 200738-1, August 14,2007. International Building Code(IBC),2009, International Code Council. Pacific Northwest Center for Geologic Mapping Studies,2006, Geologic map of King County, Washington: D.B. Booth and A. P. Wisher,compilers,scale 1:100,000. WSDOT, 2010. 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Tp_1 Approximate location and designation 5 ///..."...,..,"r /11...:::',"...:'.'.../ of PanGEO test pit(2011) 4-(2 ft) Note:Site survey&proposed building layout obtained from sheet Cl and C2 of the project plans,prepared (Depth to bearing soil) F., by Touma Engineers&Land Surveyors,dated May 2010,revised 9-15-10. TP-1 Approx.location and designation of aAzure Ridge Apartments SITE AND EXPLORATION PLAN a. (2 ft) previous test pit(BES 2002,2007) PanGEED 10436 SE Carr Road (Depth to bearing soil) I I. C . . . . . . . . 0 Renton,Washington 11-006 2 APPENDIX A SUMMARY TEST PIT LOGS PanGEO, Inc. RELATIVE DENSITY I CONSISTENCY TEST SYMBOLS for In Situ and Laboratory Tests SAND/GRAVEL SILT/CLAY listed in"Other Tests"column. SPT Approx.Relative SPT Approx.Undrained Shear CBR California Bearing Ratio Density N-values Density(%) Consistency N-values Strength(psf) Comp Compaction Tests Very Loose <4 <15 Very Soft <2 <250 Con Consolidation Loose 4 to 10 15-35 Soft 2 to 4 250.500 DD Dry Density Med.Dense 10 to 30 35-65 Med.Stiff 4 to 8 500.1000 DS Direct Shear Dense 30 to 50 65.85 Stiff 8 to 15 1000.2000 %F Fines Content Very Dense >50 85-100 Very Stiff 15 to 30 2000-4000 GS Grain Se Hard >30 >4000 Perm Permeability PP Pocket Penetrometer UNIFIED SOIL CLASSIFICATION SYSTEM R R-value MAJOR DIVISIONS GROUP DESCRIPTIONS SG Specific Gravity � I GW Well-graded GRAVEL TV Torvane Gravel GRAVEL(<5%fines) ,e', TXC Triaxial Compression 50%or more of the coarse opo-c. GP Poorly-graded GRAVEL fraction retained on the#4 UCC Unconfined Compression sieve.Use dual symbols(eg. ° '8 ° GM Silty GRAVEL GP-GM)for 5%to 12%fines. GRAVEL(>12hfines) -.• SYMBOLS GC Clayey GRAVEL %� Sample/In Situ test types and intervals "' . SW Well-graded SAND Sand SAND(<5%fines) •:--'w 2-inch OD Split Spoon,SPT 50%or more of the coarse ' SP Poorly-graded SAND (140-lb.hammer,30'trop) fraction passing the#4 sieve. • SM Silty SAND Use dual symbols(eg.SP-SM) fines) for 5%to 12%fines. SAND(>12% s • 3.25 -inch OD Spilt Spoon -' SC Clayey SAND (300-lb hammer,30'drop) II ML SILT Liquid Limit<50 j CL Lean SILT Non-standard penetration Silt and Clay OL Organic SILT or CLAY test(see boring log for details) _— 50%or more passing#200 sieve MH Elastic SILT Thin wall(Shelby)tube Liquid Limit>50 CH Fat CLAY :., OH Organic SILT or CLAY �q . Grab Highly Organic Soils ,::: PT PEAT Notes: 1. Soil exploration logs contain material descriptions based on visual observation and field tests using a system modified from the Uniform Soil Classification System(USCS).Where necessary laboratory tests have been ill Rock core conducted(as noted in the'Other Tests'column),unit descriptions may include a classification.Please refer to the discussions in the report text for a more complete description of the subsurface conditions. 2 The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs. ' Vane Shear Other symbols may be used where field observations indicated moved soil constituents or dual constituent materials. DESCRIPTIONS OF SOIL STRUCTURES ...-- Layered: Layered:Units of material distinguished by color and/or Fissured:Breaks along defined planes MONITORING WELL composition from material units above and below Slickensided:Fracture planes that are polished or glossy SZ Groundwater Level at Laminated:Layers of soil typically 0.05 to 1mm thick,max.1 cm time of drilling(ATD) Blocky:Angular soil lumps that resist breakdown y Static Groundwater Level Lens: Layer of soil that pinches out laterally Disrupted:Soil that is broken and mixed Cement/Concrete Seal Interlayered:Alternating layers of differing soil material Scattered: Less than one per foot Pocket Erratic,discontinuous deposit of limited extent Numerous:More than one per foot Bentonite grout/seal Homogeneous:Soil with uniform color and composition throughout BCN:Angle between bedttng plane and a plane Silica sand backfill normal to core axis COMPONENT DEFINITIONS Slotted tip COMPONENT SIZE/SIEVE RANGE COMPONENT SIZE/SIEVE RANGE Slough Boulder: >12 inches Sand Bottom of Boring Cobbles: 3 to 12 inches Coarse Sand: #4 to#10 sieve(4.5 to 20 mm) MOISTURE CONTENT e Gravel Medium Sand: #10 to#40 sieve(2.0 to 0.42 mm) Dry Dusty,dry to the touch Coarse Gravel: 3 to 3/4 inches Fine Sand: #40 to#200 sieve(0.42 to 0.074 mm) Moist Damp but no visible water 0 Fine Gravel: 3/4 inches to#4 sieve Silt 0.074 to 0.002 mm Wet Visible free water o Clay <0.002 mm 0 z a a pi75, ye Terms and Symbols for c� Y I N C O R P O R A T F D Boring and Test Pit Logs Figure A-1 9, Phone: 206.262.0370 Azure Ridge Apartments 10436 SE Can-Road,Renton Washington TEST PIT LOGS Test Pit No.1 Location: East end of proposed Building C(see Figure 2) Approximate ground surface elevation: 219 feet Depth(ft) Material Description 0— 1,h 6 to 8 inches of organic rich topsoil/duff over loose,moist, dark brown, sandy silt with prevalent organics(roots)(Topsoil/Fill) 1Y2 —5 Medium dense becoming very dense, moist, tan and gray, silty fine SAND with some gravel(Till) Test Pit terminated approximately 5 feet below ground surface. 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S.�$r.;�?f/31,'� 4Jf''';•:%:.:;:i: „ J S:"f`�r/ r,'� ' >y�h { ^6. .. .:::r.'f:;.rYa;•:4 yr•.a/� 1fq%$i �'ttv)' ,, .{,;or4;+ :.zo$.'•.;::::;;$::ifin y:°i!rYi`f YYt Jt:.R:�';.: .i;"?F{'{::..J%+i,•:.:y:ry{� fri• w J ?w f{Z 7 : • if ? A::.!J•..}4:....{..}4:: nr{i t;r, ,r f 3'!•t. }}••.:5?.} f�$:;.r%/rffSG.{tr•,.$:+•.:{{.} { :yy: Jr:F..vy �Y`.:', :).t•3..,::.:�•`•••}}3}:}S;�C':::, ✓+.$^•r:/f/••}"'.,'i?'•`{%{:" r....;•..�. .J.!�;cr A l.•r `" :;r'S•:'J%:!;y!}xsSY p.�.'...;'�li}/!.�.i'``},•:r,:;�$Y��.`.4. =:•,''{;:?#•`:�{%":•y:::tt;;•;.Y:}•),. 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FIGURE A-2 Azure Ridge Apartments 10436 SE Carr Road,Renton Washington Test Pit No.2 Location: West end of proposed Building C(see Figure 2) Approximate ground surface elevation: 214 feet Depth(ft) Material Description 0— 1 Sod over loose to medium dense, moist, gray, gravelly SAND with trace silt (Gravel Borrow Fill) 1 —3 Loose to medium dense, moist, reddish brown, silty fine SAND with some organics(roots) (Fill/. soil) 3 —5 Medium dense becoming dense,moist,reddish brown becoming tan, silty fine SAND with trace to some gravel(Till) Test Pit terminated approximately 5 feet below ground surface. 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FIGURE A-3 Azure Ridge Apartments 10436 SE Carr Road,Renton Washington Test Pit No.3 Location: East end of proposed Building B(see Figure 2) Approximate ground surface elevation: 209 feet Depth(ft) Material Description 0—4 Duff over loose, moist, brown, silty SAND and sandy SILT with trace gravel and prevalent organics;wire debris at 3 to 4 feet(Fill) 4 —7 Loose to medium dense, moist, dark brown, silty fine SAND with some gravel and some organics(Fill/Disturbed Soil) 7 —8%s Medium dense becoming dense, moist, tan, silty fine SAND with trace to some gravel;moist to wet with some rust staining at 7 feet(Till) Test Pit terminated approximately 8Y2 feet below ground surface. No seepage or caving observed. Sample G-1 naf 5': 19%moisture content,see Figure B-1 for grain size % �^:�:"",Yo '... Via:v:: } .F }� W,k :r Y....%Y�.g�d�:{:•.?,{•••g; �ye.'�""".:....'69'�'','�.� :' �'!''v2''t+y,(,��,.,:;o'',.L`i.,.' . ..:'w,t: ::16: xY;a{,1,�::: , .: ... .., 00.8',5,",J H;. ..1{: .f..ii{.r.`-.+�:. 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':i4'S�?%:!:%?%Y:%:i$:i�!:{:}n• +i:}.�:+ }b///'Jf',,..:,,•*:::, : :fii,'.;:ilii:Yii%;:}ti:'1%}:?:.:i$$%'%.[::.$%{'r::%:i:ii:'i%ff::}.i:z};.:rt;f :' '$.e,.:.wtv:?}::iii':i'.•::�.?!i::ir:i:%i:x:in?::}+%:. •{)}r{:??ffit::::-:-:;:;i:;:•+ ;;: :}: :, :i<.::::? G }�:':'•'sr:.:��:�M1r{},�i:rysii<i<$»}}}%'•S}:i:-:�°n:i`i}..+:ate;::'$: :':. P” �ib::i :.;;i::.., .r+:•' <`b^:,:{;:''::ii4}0003 x4q}Qc$•:: .;::$'"::.:'• V' %`.a i?� f" /;�f,:. .., '� ,is f !1'x0';} M�2. } .,:. '00 0.. il:..�f: Bearing soil approximately 7 feet below existing ground surface. FIGURE A-4 Azure Ridge Apartments 10436 SE Carr Road,Renton Washington Test Pit No.4 Location: South side of proposed Building B(see Figure 2) Approximate ground surface elevation: 210 feet Depth(ft) Material Description 0-1 Duff over loose, moist, brown, sandy SILT with trace gravel and prevalent organics(Topsoi/Fill) 1 -3 Loose to medium dense, moist to wet, medium brown, silty fine SAND with trace gravel(FilUDisturb,e Soil) 3 -6 Medium dense becoming dense, moist, gray brown, silty fme SAND with trace •gravel;moist to wet with some rust staining at 3 feet(Till) Test Pit terminated approximately 6 feet surface. Minorple seepage and caving observed at 3 feet. below SamG-1 @ 3': 15%moisture content,see Figureground B-1 for grain size # ,s•::>:dam; � y� r� <•:;...... fid. l'. °`'''3' x: '. 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F•::::ir.'��',,{}. -.:..{;;ti'.T:.;.i;:;..:{::;t:..: 1:}{:y;::�.; :$7+ .1:;{4:^;ti:{v:<;i[.>2%iij'y�:> %.. Ai•:::'ii,y,r♦ $$ ''Y.,,:ryi >::� :>.. .:;i;,•i?7R''":' f+1';ir.-{.,.+ FSP..;::<;:: { (:i:;;:•:{:>:i;::':::{::;:,> . .;•f."`T.,r'.R :4:. o: .,�* r;: - k'.4:'t)>•!:L2. .e<•'':tiir.''r.:::Sdc;: t;.:: kb:n::i%;:;::'•'yr/��;;:+•:../•:�•:?c ..xg r''..4-:: .::''�kc'iaa a dc+P,4Y � .4 '<k. iyy 1-T K:: .l Bearing soil approximately 3 feet below existing ground surface. FIGURE A-5 Azure Ridge Apartments 10436 SE Carr Road,Renton Washington Test Pit No.5 Location: Northwest portion of proposed Building B(see Figure 2) Approximate ground surface elevation: 215 feet Depth(ft) Material Description 0— 1%2 Sod over loose, moist, dark to medium brown, sandy SILT/silty SAND with trace gravel and prevalent organics(roots). (Topsoil/Fill) 1%2 —2%z Loose to medium dense, moist to wet, medium brown, silty fine SAND with trace gravel(Fill/Disturbed soil) Medium dense becoming dense, moist, gray brown, silty fine SAND with 2Y2 —4'h some to trace gravel, occasional cobble; moist to wet with some rust staining at 2'/2 feet(Till) Test Pit terminated approximately 4%2 feet below ground surface. No .0„:::1::.•. . s• • R4/: 3R' $ : )J< ',h � � ,(seepage or caving observed. £ e { y. JJ o � , :4 {:: }' 49L'.�{. � :. �� v. it:n :? yl � .ry j : ��yye,,!�kv3'. ,;.>`�:: <.:',fJ-.;<•�i...j .:1� s; .4. xi.�. : ..,4.p%C:...:,�� • $S:i% o. : ti%:••/ :R. ;«.Y. .Y.' �4�cy'•`."ice::YcJ. :;::: .,`u•;`:;::4 < :�[•,:.::.!:{.F,{<Fn} •.};x:�}>;>i�::.• '<%:2;Y«{.:!} `_...�.:.... :.>�.: id.{ ��y .wY.; .isyt� y:ire.'•:•-:�.,..••:. :<:9�:: ,[,:'. <:o5t:�?�•.::r.`�.:.>:: :., :':?:,.. y-yy g:: :.,:,*;;, . �i7C'i> iif: <<y i i%:i .s•••'i. 'EliJ'x S 'S-r <,�i� P♦ �3SFrc.r d r•.tf, . ..>�,''' 0':5:£:••.:4�.';.. 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C^,..'••., d::•iii:•-oi:.;:i "::, .dci:'. ,�r,Y•J N.3:},C. ::i�:,: :.<::i<:>•,�•A•....�. .:/`.!}:.:;:,:x.:;: - :t}� :>:i''8.q:'..�?'` ,�/ ..;�.r>::i'r,. :)::yi'�<,.vc. S"�. �,�'',',�.•'•,��'."6•';itii?:::}::.;�.••j�9 4�, 'E' +, '`4:s '�: .n:.'•.&•..r•.t,•'y1ili<. }-i ' k''S'i,:+°y` { yk): . .vu: 'Y"): 4 .x;: ,. .i.:g,;t•'a: ':;; :t:}.:;{..'• t:2 :,.•. r:. 3iii•,; •:: ;::5:- ...: %. 95;.t•,:o+Y...;/.fi::.;:if:.::,..£ ;:d::..I,QS;i3.4 i:5. •}i%o Bearing soil approximately 2'/2 feet below existing ground surface. FIGURE A-6 Azure Ridge Apartments 10436 SE Can-Road,Renton Washington Test Pit No.6 Location: North end of proposed Building A(see Figure 2) Approximate ground surface elevation: 216 feet Depth(ft) Material Description 0— 1 Duff over loose, moist, reddish brown & tan, sandy SILT/silty SAND with trace gravel and prevalent organics(roots). (Topsoil/Fill) —2 Loose to medium dense,moist to wet, brow gra. silty fine SAND with trace gravel and scattered organics(roots). (Fill/Disturbed soil) 2 —5 Medium dense becoming dense, moist, gray, silty fine SAND with some to trace gravel,occasional cobble(Till) Test Pit terminated approximately 5 feet below ground surface. 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(:.:• ' , C , ;a :;i : "? . ..4;,:,,,:4'..:',' ZiSii�. 5 . ,SS.�:Rri. 4:•''''''..4,-4..:4f ',} { fti :i: . ,,>�Sga�.< : [r . ::y ;f, i:2f ? r, ^t r��±A :YC+ y ! } •rfi . �..34/ #A '.is :::Tc , : �.:.. ,°4n14; , 1,,S) '3: :i >i C: '`:94i . / � ��yi � 3 : : uaymS ' b.,y + d �� # n4A \: 5 ;<. : l -:�_ o • ilitHieiBearing soil approximately 2 feet below existing ground surface. FIGURE A-7 Azure Ridge Apartments 10436 SE Carr Road,Renton Washington Test Pit No.7 Location: Southwest corner of proposed Building A(see Figure 2) Approximate ground surface elevation: 210 feet Depth(11) Material Description 0— 1 Duff over loose, moist, brown, sandy SILT/silty SAND with trace gravel and prevalent organics(roots). (Topsoil/Fill) 1 —2'/s Loose to medium dense, moist, brown-gray, silty fine SAND with some to trace gravel and scattered organics(roots). (Fill/Disturbed soil) 2'/z —4% Dense, moist, gray, silty fine SAND with some gravel, occasional cobble (Till) Test Pit terminated approximately 4%feet below ground surface. No seepage or caving observed. F :rv' - ? :., '1> ; �r Z. G4p eigtFiki '�, d::*:,•:;;:....:,......,,,,,-Gr • ^,y"r '< ., S ,x ��„, ' r0,5. t I',•:-;,:,?q?, { Sny ,. .i ,}� y.. < + . }i<'.'.•{}};:•-'..'-/'j.4.?'.•,."..:',{'.,Y..:%ir,7X-:i. <.s%:::i:n:::.::r.i%.?:. ' i::..,` :i:;:? :i�,'+r'Y•�iis!..\,: i: ce:µi:'::: i•:;:: ^:•rx.'9 �4A�'Y ¢c '4 •:t Qrte .}G::<rA.�\x:}",-•::'::v.,.C�;•.>:S $'iry fi:i:y: p:: Ui:.:. : 1� Y + :e'4i 5y-. r:?.'+ .Sii_TI. yJ ✓i/Ol'J 'i> .'� �, • • {\ ` ��{ r V .. �/: -��F' : ZflM. 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FIGURE A-8 Azure Ridge Apartments 10436 SE Carr Road,Renton Washington Test Pit No.8 Location: Southeast corner of proposed Building A(see Figure 2) Approximate ground surface elevation: 212 feet Depth(ft) Material Description 0- 1 Duff over loose, moist, brown, sandy SILT/silty SAND with trace gravel and prevalent organics(roots). (Topsoil/Fill) 1 -2 Loose to medium dense, moist, brown-gray, silty fine SAND with some to trace gravel and scattered organics(roots). (Fill/Disturbed soil) 2-4 Dense,moist, gray, silty fine SAND with some gravel and cobbles;one 3 foot diameter boulder;slight rust staining between 2 and 2'/z feet(Till) Test Pit terminated approximately 4 feet below ground surface. ��*.4ka,,'-'r4M:::::-...,..::. No seepage or caving observed. :jnti:f ':'Y,.4 .yi$f,:: :., A:S�'��cc�?>: R• yy �YO. i:Yf..:' $ ?>:>: w� �4 v.�.} .`i4$':. K:"l ! Y•y i�•+S�Yr T" :-Y. `f� Y)!� �>}t'•){ '�/ 5ww \>;,SO9t' ?� GV:ujp S'i;:f+ >., , 4ppf �H �,�}.G..}J :/. ,.,�`L,Y\#:' .. q - • •��..:i.:''::i�'•'•. .6••,.. •%.fi YG+ k , y r., ::}?:i°�`�' :.•!w''!`� ('�•;G:i::::iy:is 4..!:.!.;.,++f$p�s.�ev.�},Ge-.'•!.::4':t'r;:S•:{::^�: .' ,...' :'.{•• .i..;9,.. ri:.!L"J.4:''': J•r,,,,,,,i.:4;,,,,,.:,1, 404:-%,..:. •:rtK:}Z2::'Y{4.::::{f.. ,-'Ai {&.'�)'?, r..2ei':::i?!{�,�.n ,..Y3"Q.:fi: :.%-'''r�Q{ �f , k:G: -:•::..:••.3,::: :.A..,,,,,:,:%•' ...:.,,,:4:4` %:i$-. :'4':w: i': .-:?) :..J' is::, �L, o`w% fa. ti ;;ate,.»}. . • �• .'�::f! .:x� ! �., �� JJ�-�,.'s ��.•. f,''.',.'.`'.',,'.•'tX .. {.}i f O{•.,i v: 4 .3 ). j f j l �, ;" \ .nvtii::i:<::`::-<!:i:.:'.i:-::...Gr:n::.?s:i -:: :f:::('..:.:ji:.,..�r.G)6:i:»!:i•'v".:":`..'{:.::.:..>>;:::.,?$-;:J•.:;:i` •��::i; '��dq//.Sii::i: :,` . :•�cd:::F;j$i.ii`: \ :.;.:,..,t::j�•f�:.� :•�i:'! ::j:.;,�.i:•�:.'."•'.�,f. :P.::.'.,> i�,c» �..i' :( Y.- 3:y4,Yv•; ':� x... w: { : :::: :: 4 . •, ..n .�:� 6�:: wiY .)o>•p .v a ' "G+CY..,::>::-. : aX/n, : G0A' : (a;. t:Y :r � ��, Lrw sS ,,; j {T ' .. . � bK' � ' :R : - • � :: }{r2> R: .f. f ' o `: A \.•.1 :�}QA`{i %yf �;1P;.. u ::: a :: k : . :.4 : ♦ � ':h:w.. v !}o ' � � • i. • i. ::it :- ! i:r� 4:9 !Yt{IX•�,: •4:Y� 3 . }: : v,..:1"4:..,,,,•••,,,,„_•-•-• :;Q � . �� i.:�:. :.$ :rx % )iw: ' '.$::{ • j..} lr: : '' .:: $ , o?..r2,0M: H ,�y f � y {pKr-... ~ .. .i •}:::, :!'�;'-!n: .�:} ! .GY -,Ay Y�^; iO 4 .{:.0 ::Y •�i':;.,> .4-; v/ a: 4}? {: . :.. -,P� QR:�, •" �`"*y •rS .<: / . G:--r `G} ):! �.6: ? htH ` /G'. ` ' ?'i ``.::Y � :•> ew :fl : G'' ::-r:w: ± :. 1Yti/ J >:ti3 . ..q : rG < f. • '4:C : L '.} : >Y4, •••,:4A::::::::„.:!,:,,:••;.„,:,.. ! / {sr •>n.' : Ynvf , ' :,?c .-. >:,; 9J � >; „�;} :>;.'' ' Lm.:..9 �: G !w .r,. ,y. : w vr` % %` Q:"K:f x , , '� ,• • :, i ...n. '.1?.r �...:••g?n.''^ •� ; ) {,i,G ::L ...',:wa .> ' A; ,:. :$:i %. ..i:?r ,iYy).:a .,,: - ' Ss:i' '.. R .:'. ' 'ir,: . . ,{ ,t,: { •lc }.: >1 �}" :.7fi .' iFL � '. n2�sr `::•�! ; A?' ' '.;•.:; iff . }7!i:: `�'A:•l.-:h4 .'..•• U.rF.• x>GFfny3r' . .nqi:: i:i .. \;i �'':r,' ' .Le\:::::.:vr ii�`.qh � ;'>:S :_' :':•i.;?!•"k .:f ? : i!{li: x;: >.i..0::..:f,.+,. � r>>j; ..;..::j} n:,.; .mi:3 . '�:. !..,:,,::.....„,,,:ii.:::,,,..„,.. :,} 4t. tunY/ :r ! i:i:u : ?:;' < .0.5. C <.Sm.{ . a: ...,. 4'. .4i..:,:.1: :'{Q;. >:0 : •:� �. i;:c{):4 � F ?isiiiii` :i ay.%•h .,:� JJbG :: '4'. ;.J : ''` ''.: iAkijS•:'..-....*: : l.J ?k• % SN../ }'. yi .i. :., t.'#,A7 .i C_,_;:� ':.:>: fiJ\, i,.,^�Y'.Y : v' rr4 �::•;%uqr. ` :" i.; i4.rw { G�ufp� :...G� :e�! {i,{lry, r;:v � ; ' :i: :v:::S �'- ' :J{,:! `,• .. .-?f ..:* �v � ?.ilf.$>:::.•:• .G,:t.: ..4::X:ry• r.,i .x ..• - ngb? yBearing soil approximately 2 feet below existing round • • surface. FIGURE A-9 Azure Ridge Apartments 10436 SE Carr Road,Renton Washington Test Pit No.9 Location: West end of proposed Building C3 (see Figure 2) Approximate ground surface elevation: 213 feet Depth(ft) Material Description 0— 1 Sod over loose, moist, gray, gravelly SAND with trace silt (Gravel Borrow Fill);2-inch layer of organics(wood)about 1-foot deep 1 —4 Loose, moist, reddish dark brown, silty fme SAND with trace organics(roots) (Fill/Disturbed Soil) 4 —8 Medium dense becoming dense, moist, gray, silty fme SAND with some gravel and trace cobbles Test Pit terminated approximately 8 feet below ground surface. Moderate caving above 4 feet.No seepage observed. wr r....y}''�'" :•:.a.:,::::'i'ii•.>k•,'�•+••:r•:::.;.::: asi;ii:i:�::ii:i:i:::..:':y f ::.< ..tip5.':5*^::i::::'<::::ii::::i:::::: :"a``i iii:'.::::.;:' 'iY#.;%:'?:;ri;•;.:ii<::.: -..-.t.•:...�:»:::>::»....:.:::::.••.•.: :'?t ?:i: .>:: .: {;:•:5::.:.::.:-:!;•:4:::;t{.iii :rw:ny, ?� Ira ,:::. .,Ei::<;;.:....::iR6x E :. •f::` /.....j yy,, :ii::+ +:l: i2Y N .SFS S, a,!:::: . .n) t i .\ 2 is. �> . r' ♦.?A3•. ��f n:. -... •:.::. .`yip ' irrry# ii>. %` .::.te ::% J ,* • . a o- :•o'•.'i1f :[ce { ' 3 ?S t: :S" i 'y; -5• . riy. .F�:::i:r.. _ *iki:Ybfi:.£:�•;: T:'t.:^wY. vY. ..o :x ..\: ;#; L;+iJ - /.iYiiiiii ^.i :AY �•{r�;.,r1, /fr : .i�' '�.f 0cc .0:: liY {/ ,jL, :2 ::f : / O {:�':aC �iiq 'i p v :'?Qifi:•r�'tirf f•<'{�p� iiL ::�•., ii Y{.n.t.; . ' ic.:... - Q� i0 >:K':::. ::i::: ;:>::::::::: :i: , 3' '>^:: :•...., :jri-.c3,.::ii::i:::i:r,::i::rif, i:f' :�'t�+: .9.?�b, i:�:i2:.6`. :::ii?t::.1.i.-.ffme�%.:;:::- O., ..;U:;:t:: ': : rl Qc.: .::.:.:i:::i?ii?.:.. ..+R:4 .%#i;::;• .:+?r';:i:::: :i :.,:•%>,.;:?.0^:: `•`:•''�^.•'•:•:-r;.'•.%i:'':':'.'�'.•"^. :.;a::'!.•':�.`:tti:�;�i, :':,;. .` •.3`.-..C'��r,t ��• ::i:,::iii:::::2:'::::i:;::;;::i::::;�::r;R; >ff�,-n:'-::•.�c�v;irrr:"'• iii' a. z: : :.ac.' :':;:<:i:;:.;;�•c :� S:•;•it is <';!; , :>:<.:5l:'ay /,yy-�J;.%-;... 2,� v�:r:i:#•Yh:{•::iii;'r.•r'�•�'�+.'v...r..-%-;»i::.A;.Fiy' .Y:{•;�4Cr-:x'C•.. �::j: :ii:':ii'riiW��::i: ::iii:S^:`.�:ti Bearing soil approximately 4 feet below existing ground surface. Dates Test Pits Excavated: 24.January.2011 Test Pits Logged by: JCR FIGURE A-10 APPENDIX B LABORATORY TEST RESULTS PanGEO,Inc. U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 8 4 3 2 1 1!23!8 3 4 6 810 1416 20 30 40 50 60 100 1200 100 I I I 11 1 1 1 1 1 1 11 90 80 I • 70 H I O 60 LTJN >m o' u50 z E \\k 4 tx H z Lu O 40 cc u o- 30 30 20 10 7 , 0 1 ,l 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu • TP-3 @ 5.0 ft. SILTY SAND with GRAVEL(SM) NP NP NP CC TP-4 @ 5.0 ft. SILTY SAND(SM) NP NP NP Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay 0 o • TP-35.0 38.1 0.295 0.079 16.5 54.3 29.2 z co TP-4 5.0 19.05 0.248 6.2 61.4 32.4 _ . a a 0 U) I-- . - U) w g GRAIN SIZE DISTRIBUTION JF1.ITl(....jrJ. JE ) Project: Azure Ridge Apartments INCORP OR ATED Job Number: 11-006 Figure •TcPhone: 206.262.0370 Location: Renton, WashingtonCC B-1 CD APPENDIX C PREVIOUS EXPLORATIONS PanGEO, Inc. Log of Test Pit 1 Project: Carr Road Apartments Excavated By: Russell Millard location: King County,Washington Excavation Equipment: Caterpillar 416-B,One-Foot Wide Bucket BES Project Na.:200215-1 Logged By: R.A. Bergquist, PE Date Excavated: October 15,2002 Approximate Ground Surface Elevation:210' -- SM -- Dark brown,vary loose,SAND-SILT with root matter(Topsoil) r 1 _ _ 2 2 _ _ - - Brown, loose,Silly SAND some gravel 3 3 BSI SM 13.5 - - 4 _ 4 BS2 SM 8.7 Brown,very dense,Silty SAND to SAND-SILT some grovel, 5 occasional boulder 5 6 6 J " 7 -7- g light gray,very dense,Silty SAND to SAND-SILT with gravel, _B_ occasional boulder 9 BS3 SM. 11.2 _q_ 10 _10- 11 11 -�- END OF TEST PIT. DRY AT COMPLETION. A3 Log of Test Pit 2 Project:Azure Ridge Apartments Excavated By: Russell Millard Location: King County,Washington Excavation Equipment: Takeuchi TB125 Trackhoe BES Project No.: 200738-1 Logged By: R.A Bergquist,PE Date Excavated:August 14,2007 Approximate Ground Surface Elevation: 202' Test pit located 136 feet south of north fence line. r � t" �-;l` ` .• 4 -+.va�7 'A. � y/� xr 2 Y �}�Yt, -- .r.+, ,; -.4-,,, .+,f ,- F o ,�y�, M. "7 L'---t i(� $ \ - +fir . '?1F {r ? ; %s.1 t,� K..ts "!'.'t'3 et, . 1i�y��PI vr k.h �`t t 402, 4 �M,, f. •,,� — Sy s J WP ,..,�� 7, Ypr� it ...:74%.,* � Y `L 1 I{ Sol b.-A.;r :,'�'','•g 'S' , -Ci. ��w'.y ?gef - zLi 4F.•, °"iY'-i t• • ; ,liar Orr ^, �-"- + .i n�. ,r4,1 or ,.9,,,,-1 ,,,tf Dark brown,very loose,SAND-SILT with concrete debris, -- SM --. welded wire fabric,and sheet metal(Fill) 1 - - 1 -2 -2- — SM - Brown,very loose,Silty SAND some gravel,occasional 3 concrete debris(Likely Fill or Mixed Debris with Native Soil) 3 _4_ 4 -- SP-SM Brown,very dense,Silty SAND to SAND-SILT some gravel 5 (Native,Undisturbed Soil) 5 END OF TEST PIT. DRY AT COMPLETION. 6 6 7 7 8 8 9 9 10 10 11 11 A2 Log of Test Pit 3 Project:Mire Ridge Apartments Excavated By: Russell Millard Location: King County,Washington Excavation Equipment: Takeuchi TB125 Trackhoe BES Project No.: 200738-1 Logged By: R.A. Bergquist,PE Date Excavated:August 14,2007 Approximate Ground Surface Elevation:200' Test pit located about 144 feet south of north fence line. �aii.:14'5**1--3 y =mom u e r `ti.A � _ ��,�f -27-. .� pmt •Fye, ,b 1.$4, ' ,�y� a i �j' � '? , 3Fi: �13',t rl F}.x.1.51,; ?s' `.�'i SSS. , r.'.:.,W-=1/2,4N s:?z itY ,P41 Doric brown,very loose,SAND-SILT with concrete debris, SM _ welded wire fabric,and sheet metal (Fill) 11 2 Brown,very loose,Silty SAND some gravel,occasional shards _2_ — SM -- of cemented sand,concrete debris(Likely Fill or Mixed Debris 3 with Native Soil) _3� 4 4t SP-SM Brown,very dense,Silty SAND to SAND-SILT some gravel 5 (Native,Undisturbed Soii) 5 END OF TEST PIT. DRY AT COMPLETION. 66_ 7 _7_ 8 _6_ 9 _9_ 10 _10_ 1111 _11r A3 King County FIELD CHECK OBSERVATIONS Department of Development and Environmental Services 900 Oakesdale Avenue Southwest Renton,WA 98055-1219 Field Check Date: 9/17/07 Meeting Date: 9/27/07 Site Investigator: Bill Priest Engineer: Ronaldo Hoelscher 1. PROJECT NUMBER/NAME: AO7PM310/Azure Ridge Apartments Address /Location: 10436 S.E. Carr Road PROPOSAL: To construct a 3 building, 52 unit apartment complex including associated site, utility and road improvements. 2. PARCEL INFORMATION: Parcel#(s): 322305-9040 S-T-R: NW 32-23-5 Thomas Guide Page: 656 Acres/Feet2: 2.13 Acres Kroll Map: 604 Comprehensive Plan: cb, uh Current Zoning: R-24 Map Attached? 3. DDES GIS INFORMATION: DRAINAGE: Flow Control Application Landslide Hazard Drainage Area Water Quality Application Drainage Basin Boundaries Drainage Complaints Snowload Zone NATURAL ENVIRONMENT/NATURAL RESOURCE: USGS Topographical Map EPA Superfund Site Washington Department of Ecology Hazardous/ Radioactive Site Wildlife Corridor PERMIT: Grading Inspection Area Ramon Locsin PLANNING: Annexation/ Incorporation Orthographic Photos (1996) Development Regulations Zoning S:\BSD\Site_Eng\Personal Folders\BiII\ComFDCK\ComFDCK2007\AO7PM3I0_AzureRidgeApts\AO7PM310_AzureRidgeApts.doc Page I SENSITIVE AREA: FEMA 100-year Floodplain w/cross-sections Sensitive Areas, Geologic Sensitive Areas, Hydrologic Channel Migration Hazard Area Wetland, Mill Creek/Auburn(Army COE) 4. SENSITIVE AREAS FOLIO INFORMATION, GIS: Drainage Basin: Black River Sub-Basin: Panther Creek Site Contains Site Abuts #/Name Category Comments Wetlands No No Streams Yes Yes N/A Unclassified 100-Year Floodplain No No Erosion Hazard No No Landslide Hazard No No Seismic Hazard No No Coal Mine Hazard No No Other Known CA's No No Type F Stream or Category 1 Wetland within one(1) mile downsteam of project site: Panther Creek. In FEMA Floodplain?No. FEMA FIRM number: N/A Soils Mapped : AgC Map #: 11 Surficial Geology: Qvt Best available Topographical Map: Lidar, USGS S:\BSD\Site Eng\Personal Folders\BiII\ComFDCK\ComFDCK2007\AO7PM3I0_AzureRidgeApts\AO7PM310_AzureRidgeApts.doc Page 2 5. SITE DESCRIPTION: This is site is a 2.13 acre,triangular shaped parcel located northwest of the intersection of SE Carr Road and 105th PI. SE. There is an existing house, garage,asphalt driveway and a gravel parking area in the east portion of the lot. There is lawn and landscape vegetation surrounding the buildings, driveway and parking area.The northwest corner of the lot has been cleared in the past and is currently overgrown with weeds and blackberries. The southeast portion of the site has a steep forested ravine that begins approximately 50' southwest of the buildings and continues west along S.E. Carr Road where it becomes a tributary channel to Panther Creek. There is a considerable amount of ivy and blackberries that have overgrown the native ground cover in the upper portion of the ravine.The topography for this site has an approximate 3-5% downward slope to the west along the north property line with areas that have been graded relatively flat around the buildings. There are slopes over 40% down into the ravine in the southeast corner of the site. 6. EXISTING SITE FEATURES: Existing utilities (hydrants,signs, poles,etc.) and storm drain system shown on site plan? Yes. Water Wells: None. *Abandoned wells are required by law to be decommissioned in accordance with Chapter 18.104.048 RCW and WAC 173-160-151 as administered by Washing State DOE. The owner can call 425-649-7278 or 425-649-7044. Work started on site?: No. Closed depression >5,000 ft"? None. Steep Slopes? Yes. Unmapped Critical Areas: None. Soils types seen and evidence of soil movement, slides,slumps,erosion or deposition: Soils observed were a silty loam. There are some signs of soil movement and minor erosion in the ravine along the south property line. Ground cover: There is lawn and landscape vegetation that is overgrown in spots that surrounds the existing buildings and driveway. The northwest portion of the lot has been cleared in the past and has been overgrown with blackberries and weeds. A thin strip of native trees exists along the north property line. There is a steep forested ravine along S.E. Carr Road that begins southwest of the buildings. The ravine has a native forest canopy and understory with areas close to the buildings and road that are heavily overgrown with ivy and blackberries. S:\BSD\Site_Eng\Personal Folders\Bill\ComFDCK\ComFDCK2007\AO7PM3I0_AzureRidgeApts\AO7PM3I0_Azu reRidgeApts.doc Page 3 Wildlife and habitats: Potential wildlife includes small mammals, raptors and songbirds. Habitats include upland lawn, landscaping, ivy and blackberries around the buildings. There is a forested ravine with a narrow riparian zone in the southwest corner of the site. 7. DRAINAGE: Proposal will >2,000 ft2 of new impervious surface? Yes Approximate area: 1.02 acres. Proposal will collect and concentrate surface and storm water runoff from an upland and site drainage area of over 5000 ft2? No. Approximate area: N/A Upland drainage basin (draining directly onto site): There may be some sheet flow onto this site from the parking lot for the property east of this site. On-site drainage: Drainage for this site is infiltration or sheet flow to the west that is captured in the ravine. There is no defined channel in the upper reach of the ravine(photo 21). There is a manhole (lid missing) in the ravine located in the southwest corner of the site that conveys upstream drainage through the property(photos 22-23). There is a defined channel with flow downstream of the manhole outlet(photo 24). There may be minor amounts of sheet flow to the northwest along the north property line. Downstream drainage (minimum '/4 mile distance): Most of the drainage from this site is conveyed west through the ravine until it eventually flows into Panther Creek approximately 1500'downstream of the site. There appears to be minor amounts of sheet flow onto the adjacent properties north of the site. Drainage features match T.I.R.? Yes. 8. EXISTING ROAD NETWORK: On-site roads: None. Adjacent roads (specifications,sight distance & pavement conditions): S.E. Carr Road runs along the south property line. It is a 4 lane asphalt road with curb, gutters and sidewalks on both sides of the road. Just west of the site driveway, there is a transition to a 5 lane road with a center 2-way turn lane that is extended east to the intersection with 108th Ave. S.E.(SR 515). Sight distance is approximately 500' west and approximately 750' to the east. South of the site driveway, 105th Pl. S.E. intersects with S.E. Carr Road. Closest Transit Stop: S.E. 176th St. (SE Carr Rd.) Routes 155, 161, 169(approximately 500' east of the site). S:\BSD\Site_Eng\Personal Folders\Bill\ComFDCK\ComFDCK2OO7\A07PM3IO_AzureRidgeApts\A07PM3I O_AzureRidgeApts.doc Page 4 9. CONSTRUCTION SIGNS WITHIN 500 FEET AND ADJACENT USE: No construction signs observed within 500'. Adjacent use is native forest to the west, apartments to the north, commercial properties to the east and SE Carr Road is south of the site.There is a store/gas station and a KFC restaurant across S.E. Carr Road. 10. ADDITIONAL COMMENTS: None. 11. NUMBER OF PHOTOGRAPHS : 24 1. Looking west at the south property line along SE Carr Road 2. Looking NW at the house and site entrance on SE Carr Road 3. Looking north at the east property line along SE Carr Road 4. Looking NE at the SE corner of the site along SE Can-Road 5. Looking west at the site driveway on SE Carr Road 6. Looking east at the site driveway on SE Carr Road 7. Looking north at the site driveway 8. Looking east at road frontage along the south property line 9. Looking east at the gravel driveway 10. Looking SE at the existing house 11. Looking SW at the existing garage 12. Looking west at the end of the gravel driveway along the north property line 13. Looking east at the interior portion of the site 14. Looking SE at the interior portion of the site 15. Looking SW at the interior portion of the site 16. Looking west at the interior portion of the site 17. Looking north at adjacent apartments along the NE corner of the property 18. Looking NE at adjacent apartments along the north property line 19. Looking SE from the NE corner of the site 20. Looking NE at overgrown debris piles in the center of the site 21. Looking west at the beginning of the ravine in the SE portion of the site 22. Looking west at a storm drainage manhole(lid missing) 23. Looking down into the manhole in the ravine 24. Looking west at the stream channel downstream of the manhole S:\BSD\Site_Eng\Personal Folders\Bill\ComFDCK\ComFDCK2007W07PM310_AzureRidgeApts\A07PM3I0_AzureRidgeApts.doc Page 5 ATTACHMENT TO FIELD CHECK OBSEVATIONS: FILE NUMBER: AO7PM310/Azure Ridge FIELD/OFFICE SKETCH WORK: /•),5 ..L " ` `` Qiat�1.t tfi�rJ/�n�9;C�ps �f ?sf•.75 'l . ..�'. SF ��r€:; LG w� 1 S r IIIOuS�-) E.,-i x '/�l �, f• ,,,. Trs `L1[ v4e i f,. f • • 1 k 1 / / cd SKETCH BY: Bill Priest SCALE: NTS NOTES: All Features are approximate locations ,.l f N i S:\BSD\Site_Eng\Personal Folders\Bill\ComFDCK\ComFDCK2007\AO7PM3IO_AzureRidgeApts\AO7PM3I 0_AzureRidgeApts.doc Page 6 ATTACHMENT TO FIELD CHECK OBSEVATIONS: FILE NUMBER: AO7PM310/Azure Ridge • FIELD/OFFICE SKETCH WORK: ft 1:2)4../i i f r,y'Y. / C'r t ' " frP Ipf5 A"i' ..r• A. . Ai"- <--/--.•17..i, M. A• ,,. N.'•••-•....„ .. • ',,•"‘ 17 , ---- .- 4 , k..---.-.r""••••, ,. spe4 • .,. 6. . 1 ..-- \„-- , , / , / ..„-- .., / ; / // ‘is / v 0' i _/ SKETCH BY: Bill Priest SCALE: NTS NOTES: All Features are approximate locations 0 SABSD\Site_Eng\Personal Folders\13111\ComFDCK\ComFDCK2007\AO7P1\1310_AzurellidgeApts',A07PM310_AzureRidgeApts doc Page 6A ATTACHMENT TO FIELD CHECK OBSEVATIONS: FILE NUMBER: AO7PM310/Azure Ridge FIELD/OFFICE SKETCH WORK: ,J/10?0 Goeril i->o.US t M 1$ o.,41 0 q 0 140K3& I . y t;'1). I 14 > ,. 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A� I 198440941 �._' �35rf+sS � �' ; i ' 1 f 3223059040 S 35TH ST i Ii I co <SE 172Nb ST Sg_i 72►SD$T__._..---- - Map 4 3T w �. .._i. 0 20046971 �• -- 17- Basins;Channel Migration; U J �6�.� 2003-0222 �( WLRD Drainage Complaints 11-1 S 36Th ST .0� I ra, i ... •Qi I I If/a I 89 1 17.04121995-1207 ., 1994-0799 1 SE-�3• • —L..--- —-- NTavnshlp Lines 2002-0175 `� ^O i i 1 -' ®Basins g 36tH PL.. ., 1s�°1¢ I 1 l osuNEs - t001-0 5 �' A>SECLINES -- 1996-000 I 1996-0438 LL NTWPLINES • $37TH ST --- 1 20U U, water Bodies 1849 1 1995-0855 + • 1998-2011 ! 1996.1862 Streets j, 2002-0119 I�WLRD Drainage Complaints . m �: J Parcels -01 / I t .`� WLRD Channel Migration Hazard Areas S37TI- PL , 1994-0933 '0 9 2001-0007 �(�. I 1999-0485 =IS FRE RATE V, ( I 781 2003-0866 ^s 003-0830 Il Clues 38TH CT ` \ 09 I Z X '2003-0290 , 2 03-0731 I2 04-0811 I 20 -0990, I 2t 04-0649 .__.2004-04 i. '8'94-0625 20040787 I . 111 19954958 I r t __.. • 2000-0698 2003-0985 i I i - I --., Q' I = • 2003-0888 1 I ._...1 I _— 0 001-0607 r i ' iJJ ' _...1 I i-- O l 1994-0672 L 1 2002-0687 11998.11941 1 3 COy I 11 • 2002-0089 / - i I ,S 2002-0171 2005-0018 l i._.. 1994-0623 I I.".. .� ! ((1 I. ' 1995-1009 t •N 2003-0897 • • I .. ; 2003-0221 .._�:__.;SE CARR RD I •I ' ' I �� i ' 1999.0717 TH I I IA 2004-0932 i :3 197241035 1965-100 i .._. { Ii 0 400 Feet m 995-100,::;i l 2002-0088 I i I I. 1 I - — .. . I �C 1.-500 feet < � � _ 3E�80TH_3T_. � I Hill ' 0 U) v Q _---:--1,_ o� --S E_18QTH ST 1 . -' 1 �-('�' ;G 20gill 'I N ' 1 m con 61 5. N i 86 , I._1 -- I (' ' King County C 1 = I7 _ � I I rTt I 19 r-1 b87 I 1 ty$T 1 . , The Information Included on Ns map hes been compiled TQ �1:._$ 181 ------ S C_LQ.tl71.�T.. 6 -.. -.King County elan from a variety of sources and Is subject tow ST STi change without notice King County makes no T.9., - N, - I W I i i _i..-r representetlona or warranties express or Implied.m to lie (P'I m,, ! I I I 1, accuracy,completeness timeliness or rights to the use of t 1 J .. _. _-�1-- such information.King County shall not be fable for any • m\ , I I I I general,special,Indirect.Inotdental,or consequential T I l I 8I�f ' i damages including.but not limited to,lost revenues m bet 2$ -S 1 W.• '=---1- . ISE 1 i2Nb IST.-.. 1--__._ its resulting from the use or misuse of the Information - SC{'`� O LJ.7 contained on the map hay sale of the nap or Information G -F on thine mep'Is prohibited except by written permission of King _ ,-04l9 i 11-1 _i_ I T-T County. Plot date:Sep 14,2007;\\ddes001tx011gls\av_deJtprojectstaplot2.apr WLRD Drainage Complaints within 1320 ft. of 3223059040 (TOTAL -63): 1 4 7 10 Status=CLOSED Status= CLOSED Status= OPEN Status= CLOSED Comp_no= 1972-0035 Comp_no= 1995-1004 Comp_no= 1995-1009 Comp_no= 1999-0717 Complain= HARDERS, KENNETH B Complain= PRECISION TUNE Complain = SPRING GLEN AUTO Complain= DAIRY QUEEN Problem= DRNG Problem= CONSULT. Problem= CONSULT. Problem= PAINT Type = C Type_= BCW Type_= BCW Type =WQA Recd_=Wed Jun 28 00:00:00 1972 Recd—=Tue Nov 28 00:00:00 1995 Recd= Mon Nov 27 00:00:00 1995 Recd_= Mon Oct 11 00:00:00 1999 Tb=41E4 Tb=41F4 Tb=41F4 Tb=41F4 Padd_pre= Padd_pre= SE Padd_pre= Padd_pre= Padd= 10017 Padd= 10640 Padd= 17426 Padd= 17824 Padd1 = CARR RD SE Padd1 = 180TH ST Padd1 = 108TH AVE Padd1 = 108TH AVE Padd_suff= Padd_suff= Padd_suff=SE Padd_suff= SE Parcel=3223059086 Parcel=3223059065 Parcel=2923059110 Parcel=3223059090 Ntb=656B7 Ntb=686D1 Ntb=656D7 Ntb=686D1 2 5 8 11 Status=CLOSED Status=OPEN Status= CLOSED Status=CLOSED Comp_no= 1994-0672 Comp_no= 1995-1007 Comp_no= 1996-1196 Comp_no=2000-0443 Complain= PRECISION TUNE Complain = MEINEKE, MUFFLER Complain= PENNZOIL 10 MIN.OIL Complain= MALNERICH, MIKE Problem= OIL/SPIL Problem= CONSULT. Problem=SITE CON Problem=WQD Type =WQA Type = BCW Type =WQA Type_= FCC Recd_= Mon Dec 19 00:00:00 1994 Recd_= Mon Nov 27 00:00:00 1995 Recd_=Thu May 30 00:00:00 1996 Recd—=Wed Jun 14 00:00:00 2000 Tb=41F4 Tb=41F4 Tb=41F4 Tb= Padd_pre=SE Padd_pre= SE Padd_pre= Padd_pre= Padd= 10640 Padd= 10650 Padd= 17642 Padd= 17624 Padd1 = 180TH ST Padd1 = 180TH ST Padd1 = 108TH AVE Padd1 = 108TH AVE Padd_suff= Padd_suff= Padd_suff= SE Padd_suff= SE Parcel =3223059016 Parcel= 3223059065 Parcel=3223059175 Parcel=3223059175 Ntb=686D1 Ntb= 686D1 Ntb=656D7 Ntb=656D7 3 6 9 12 Status= OPEN Status= OPEN Status=OPEN Status=CLOSED Comp_no= 1995-0956 Comp_no= 1995-1008 Comp_no= 1996-1662 Comp_no=2000-0443 Complain=AL'S AUTO SUPPLY Complain= BIG-O-TIRES Complain =JENSEN, BOB Complain= MALNERICH, MIKE Problem=SITE CON Problem=CONSULT. Problem= FLDG Problem=WQD Type = BCW Type = BCW Type = NDA Type =WQR Recd_= Fri Nov 03 00:00:00 1995 Recd_= Mon Nov 27 00:00:00 1995 Recd_= Fri Nov 15 00:00:00 1996 Recd_= Mon Jun 19 00:00:00 2000 Tb=41F4 Tb=41F4 Tb=41F4 Tb= Padd_pre= Padd_pre= SE Padd_pre= Padd_pre= Padd= 17620 Padd= 10658 Padd= 17418 Padd= 17624 Padd1 = 108TH AVE Padd1 = 180TH ST Padd1 = 108TH AVE Padd1 = 108TH AVE Padd_suff= SE Padd_suff= Padd_suff= SE Padd_suff=SE Parcel=3223059120 Parcel= 3223059016 Parcel=2923059072 Parcel=3223059175 Ntb=656D7 Ntb= 686D1 Ntb=656D7 Ntb=656D7 Page 1 Continued 13 16 19 22 Status=CLOSED Status= CLOSED Status=CLOSED Status=CLOSED Comp_no= 1987-0493 Comp_no= 1994-0625 Comp_no= 1994-0799 Comp_no= 1995-1007 Complain=SHAW T/SKIPPERS Complain = BP GAS STATION Complain = SUNSET VISTA APTS. Complain= MEINEKE, MUFFLER Problem= DRNG Problem = SUBST/CB Problem= POLLUTAN Problem= CONSULT. Type_= E Type_=WQC Type_=WQC Type_=WQA Recd—=Thu Mar 12 00:00:00 1987 Recd—=Thu Aug 25 00:00:00 1994 Recd= Fri Oct 28 00:00:00 1994 Recd.=Tue May 16 00:00:00 1995 Tb=42A4 Tb=41F4 Tb=41F4 Tb=41F4 Padd_pre= Padd_pre= Padd_pre= SE Padd_pre=SE Padd= 17661 Padd = 10545 Padd= 10406 Padd= 10650 Padd1 = 109TH AVE Padd1 = CARR RD Padd1 = 174TH ST Padd1 = 180TH ST Padd_suff= SE Padd_suff= Padd_suff= Padd_suff= Parcel= 3223059334 Parcel= 3223059237 Parcel=2923059134 Parcel =3223059065 Ntb=656E7 Ntb= 656D7 Ntb=656D7 Ntb=686D1 14 17 20 23 Status= CLOSED Status= CLOSED Status= CLOSED Status= CLOSED Comp_no= 1994-0623 Comp_no= 1994-0625 Comp_no= 1994-0933 Comp_no= 1995-1008 Complain = BIG 0 TIRE Complain= BP GAS STATION Complain = DICE, MICHELLE Complain = BIG-O-TIRES Problem= ILL HKUP Problem= SUBST/CB Problem= FLOODING Problem=CONSULT. Type_=WQC Type_=WQE Type = C Type_=WQA Recd=Thu Aug 25 00:00:00 1994 Recd=Thu Nov 03 00:00:00 1994 Recd_=Tue Dec 20 00:00:00 1994 Recd=Wed Nov 01 00:00:00 1995 Tb=41F4 Tb=41F4 Tb=41F4 Tb=41F4 Padd_pre= Padd_pre= Padd_pre= SE Padd_pre=SE Padd= 17801 Padd= 10545 Padd = 10406 Padd= 10658 Padd1 = 108TH AVE Padd1 =CARR RD Padd1 = 174TH ST Padd1 = 180TH ST Padd_suff= SE Padd_suff= Padd_suff= Padd_suff= Parcel=3223059016 Parcel=3223059237 Parcel =2923059151 Parcel=3223059016 Ntb= 686D1 Ntb=656D7 Ntb=656D7 Ntb=686D1 15 18 21 24 Status=CLOSED Status= CLOSED Status=CLOSED Status= CLOSED Comp_no= 1994-0624 Comp_no= 1994-0672 Comp_no= 1995-0855 Comp_no= 1995-1207 Complain=TACO BELL Complain = PRECISION TUNE Complain =SNYDER, RUSS Complain = KEMP, LATONYA Problem=GREASE Problem= OILJSPIL Problem= FLOODING Problem= DUMPING Type_=WQC Type_=WQC Type_= C Type_=WQC Recd—=Thu Aug 25 00:00:00 1994 Recd—=Thu Sep 01 00:00:00 1994 Recd—=Tue Oct 10 00:00:00 1995 Recd—=Wed Dec 27 00:00:00 1995 Tb=41F4 Tb=41F4 Tb=41F4 Tb=41E4 Padd_pre= Padd_pre= SE Padd_pre= Padd_pre= SE Padd= 17809 Padd= 10640 Padd= 17418 Padd= 10402 Padd1 = 108TH AVE Padd1 = 180TH ST Padd1 = 108TH AVE Padd1 = 174TH ST Padd_suff=SE Padd_suff= Padd_suff= SE Padd_suff= Parcel=3223059330 Parcel=3223059016 Parcel=2923059072 Parcel=2923059134 Ntb=686D1 Ntb=686D1 Ntb=656D7 Ntb= 656C7 Page 2 Continued 25 28 31 34 Status=CLOSED Status= CLOSED Status=CLOSED Status=CLOSED .0.-- Comp_no Comp_no= 1996-0009 Comp_no= 1996-0438 Comp_no= 1996-1662 Comp_no=2000-0227 Complain=STOLL, MR. Complain = OVERALL, NANCY Complain = JENSEN, BOB Complain = RUSSELL, DAN Problem= EROSION Problem = FLDG Problem= FLDG Problem=WQD Type_= C Type_= R Type_= R Type_=WQC Recd=Wed Jan 03 00:00:00 1996 Recd= Mon Sep 22 00:00:00 1997 Recd=Thu Sep 26 00:00:00 1996 Recd= Fri Apr 07 00:00:00 2000 Tb=41F4 Tb=41F4 Tb=41F4 Tb= Padd_pre= SE Padd_pre= Padd_pre= Padd_pre= Padd= 10700 Padd= 17418 Padd= 17418 Padd= 10717 SE 172ND ST Padd1 = 174TH ST Padd1 = 108TH AVE Padd1 = 108TH AVE Padd1 = Padd_suff= Padd_suff= SE Padd_suff=SE Padd_suff= Parcel=2923059160 Parcel= 2923059072 Parcel =2923059072 Parcel = 2923059176 Ntb=656D7 Ntb=656D7 Ntb= 656D7 Ntb=656D7 26 29 32 - 35 Status= CLOSED Status= CLOSED Status=CLOSED StatusCi ED Comp_no= 1996-0438 Comp_no = 1996-1649 Comp_no= 1996-2011 Comp_ 698 Complain=OVERALL, NANCY Complain= STEPHENS, GEORGE Complain = FOSS, ELIZABETH Complain= EDLUND,JERRY Problem= FLDG Problem= DRNG Problem= RUNOFF Problem= DDM Type_= C Type_= C Type_= C Type_=C Recd=Wed Feb 14 00:00:00 1996 Recd=Wed Sep 18 00:00:00 1996 Recd=Wed Dec 04 00:00:00 1996 Recd=Thu Oct 12 00:00:00 2000 Tb=41F4 Tb=41F4 Tb=41F4 Tb= Padd_pre= Padd_pre=SE Padd_pre= Padd_pre=SE Padd= 17418 Padd= 10700 Padd= 17418 Padd= 15005 Padd1 = 108TH AVE Padd1 = 174TH ST Padd1 = 108TH Padd1 = 171ST ST Padd_suff= SE Padd_suff= Padd_suff= SE Padd_ = Parcel=2923059072 Parcel= 2923059160 Parcel =2923059072 Parcel 3223059072 Ntb=656D7 Ntb= 656D7 Ntb=656D7 Ntb= 6C7 Lc sS t8 -yes 27 30 i 33 4 ---- -- 36 Status= CLOSED Status=CLOSED Status= CLOSED f✓ Status-CLOSED Comp_no= 1996-0438 Comp_no= 1996-1662 Comp_no= 1999-0485 Comp_ = 98 Complain=OVERALL, NANCY Complain=JENSEN, BOB Complain = BURR, STEVE Complain= EDLUND,JERRY Problem= FLDG Problem= FLOG Problem= DAMAGE Problem= DDM Type_= NDA Type_= C Type_= FCC Type_= R Recd=Thu Oct 02 00:00:00 1997 Recd= Mon Sep 16 00:00:00 1996 Recd= Fri Jun 25 00:00:00 1999 Recd=Thu Oct 19 00:00:00 2000 Tb=41F4 Tb=41F4 Tb=41F4 Tb= Padd_pre= Padd_pre= Padd_pre= SE Padd_pre= SE Padd= 17418 Padd= 17418 Padd= 10826 Padd= 15005 Padd1 = 108TH AVE Padd1 = 108TH AVE Padd1 = 176TH ST Padd1 = T Padd_suff= SE Padd_suff= SE Padd_suff= Padd . = / Parcel =2923059072 Parcel=2923059072 Parcel=2923059030 Parc- =322305907. V Ntb=656D7 Ntb= 656D7 Ntb=656D7 Ntb= .56C7 Page 3 NM Continued 37 40 43 46 Status CLOSED Status=CLOSED Status=CLOSED Status= CLOSED Comp_lo=200 .007 Comp_no=2001-0607 Comp_no=2002-0119 Comp_no=2002-0667 Complai = k,: , RICHARD Complain = PETRO BENSON ASSOCIATESComplain =MILLS, HENRY Complain=ANONYMOUS Problem= MMF Problem=WQD Problem= DTA Problem=WQB Type_= C Type_=WQA Type_= C Type_=WQC Recd-=Thu Jan 04 00:00:00 2001 Recd=Wed Oct 10 00:00:00 2001 Recd-=Tue Feb 19 00:00:00 2002 Recd-=Tue Oct 08 00:00:00 2002 Tb= Tb= Tb= Tb= Padd_pre= Padd_pre= Padd_pre= Padd_pre= Padd= 17442 Padd= 17801 Padd= 17418 Padd= 10658 Padd1 = 103RD AVE Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd1 =SE 180TH PL Padd_suff= SE Padd_suff= Padd_suff= Padd_suff= Parcel=2923059088 Parcel =3223059016 Parcel=2923059072 Parcel=3223059016 Ntb=656C7 Ntb= 656D7 Ntb= 656D7 Ntb=686D1 38 ,..A1 44 47 Status= CLOSED Status= OPEN btipsl Vm" Status=CLOSED Status=OPEN U, p5 712-5A-vi Comp_no=2001-0581 Comp_no=2001-0669 Comp_no=2002-0171 Comp_no=2002-0667 Complain=JIFFY LUBE Complain=TACO BELL Complain =SANDUPE, CARL Complain=ANONYMOUS Problem=WQB Problem=WQD Problem= REM Problem=WQB Type_=WQA Type_=WQA Type = FI Type_=WQR Recd-=Wed Sep 26 00:00:00 2001 Recd-=Wed Oct 24 00:00:00 2001 Recd_=Tue Mar 05 00:00:00 2002 Recd-= Mon Nov 11 00:00:00 2002 Tb= Tb= Tb= Tb= Padd_pre= Padd_pre= Padd_pre= Padd_pre= Padd= 17642 Padd= 17809 Padd= 17803 Padd= 10658 Padd1 = 108TH AVE Padd1 = 108TH AVE SE Padd1 = 105TH PL SE Padd1 =SE 180TH PL Padd_suff= SE Padd_suff= Padd_suff= Padd_suff= Parcel= 3223059175 Parcel = 3223059330 Parcel = 3223059295 Parcel = 3223059016 Ntb=656D7 Ntb= 656D7 Ntb=68601 Ntb=68601 39 42 45 48 Status= OPEN LA PIT2e141n Status= OPEN UPS-TR-6001 Status=CLOSED Status=CLOSED Comp_no=2001-0595 Comp_no=2001-0581 Comp_no=2002-0175 Comp_no=2003-0220 Complain =VALLEY DENTAL CENTER Complain =JIFFY LUBE Complain =JONES, CURT Complain= CHAPMAN, CAMERON Problem=WQD Problem=WQB Problem= REM Problem=WQAI Type_=WQA Type_=WQE Type_= FI Type_=WQA Recd-=Thu Oct 04 00:00:00 2001 Recd-=Wed Dec 19 00:00:00 2001 Recd-=Wed Mar 06 00:00:00 2002 Recd-=Wed Mar 05 00:00:00 2003 Tb= Tb= Tb= Tb= Padd_pre= SE Padd_pre= Padd_pre= SE Padd_pre= Padd= 10700 Padd= 17642 Padd= 10636 Padd= 17604 Padd1 = 174TH ST#202 Padd1 = 108TH AVE Padd1 = 174TH ST Padd1 = 108TH AVE SE Padd_suff= Padd_suff=SE Padd_suff= Padd_suff= Parcel =2923059160 Parcel=3223059175 Parcel=2923059012 Parcel =3223059193 Ntb=65607 Ntb= 656D7 Ntb=65607 Ntb=656D7 Page 4 Continued 49 52 55 58 Status=CLOSED Status= CLOSED Status=CLOSED Status= OPEN 14P5712 1 ft"1 Comp_no=2003-0221 Comp_no=2003-0731 Comp_no=2003-0867 Comp_no=2004-0761 Complain= CHAPMAN, CAMERON Complain = RICE, RICHARD Complain=SANDOVAL,ALANZO Complain =THOMPSON, RICK Problem=WQAI Problem= REM Problem=WQAI Problem=WQAI Type_=WQA Type = FI Type_=WQA Type_=WQA Recd—=Wed Mar 05 00:00:00 2003 Recd_=Thu Jul 31 00:00:00 2003 Recd—=Wed Nov 26 00:00:00 2003 Recd=Wed Oct 06 00:00:00 2004 Tb= Tb= Tb= Tb= Padd_pre= Padd_pre= Padd_pre= Padd_pre= Padd= 17816 Padd= 170605 Padd= 17816 Padd= 17426 Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd1 = 108TH AVE SE Padd_suff= Padd_suff= Padd_suff= Padd_suff= Parcel=3223059054 Parcel=3223059063 Parcel=3223059054 Parcel=2923059110 Ntb=656D7 Ntb= 656D7 Ntb=656D7 Ntb=656D7 50 53 56 59 Status=CLOSED Status=OPEN lit PSTe #01 Status=CLOSED Status=OPEN Li,P5 772-e#14 Comp_no=2003-0665 Comp_no=2003-0759 Comp_no=2003-0868 Comp_no=2004-0767 Complain = MCLAUGHLIN, BILL Complain= PHILLIPS, DAN Complain= NEWBURY, CHRIS Complain=THOMPSON, RICK Problem=WQAI Problem=WQAI Problem=WQAI Problem=WQAI Type_=WQA Type_=WQA Type_=WQA Type_=WQA Recd—= Mon Oct 13 00:00:00 2003 Recd—=Wed Nov 05 00:00:00 2003 Recd—=Wed Nov 26 00:00:00 2003 Recd—=Wed Oct 06 00:00:00 2004 Tb= Tb= Tb= Tb= Padd_pre= SE Padd_pre= SE Padd_pre= Padd_pre= Padd= 10433 Padd= 10717 Padd= 17630 Padd= 17620 • Padd1 =CARR RD Padd1 = 172ND ST Padd1 = 108TH AVE SE Padd1 = 108TH AVE Padd_suff= Padd_suff= Padd_suff= Padd_suff= SE Parcel=3223059299 Parcel =2923059176 Parcel=3223059119 Parcel=3223059120 Ntb=656C7 Ntb= 656D7 Ntb=656D7 Ntb=656D7 51 54 A 57 60 Status= CLOSED Status= CLOSED Status= OPEN (4P''T '7 Status=OPEN LA,PS`r1e1 1►+'t Comp_no=2003-0676 Comp_no=2003-0866 Comp_no= 2004-0649 Comp_no=2004-0811 Complain= SPEARS,JOHN Complain = GOLDBERG, CHERYL Complain= PLASTINO, LESLIE Complain =CHRISTMAN, ERIC Problem=WQDC Problem=WQAI Problem=WQAI Problem=WQAI Type_=WQR Type_=WQA Type_=WQA Type_=WQA Recd—= Fri Oct 17 00:00:00 2003 Recd—=Tue Nov 25 00:00:00 2003 Recd—= Mon Aug 30 00:00:00 2004 Recd—= Mon Oct 18 00:00:00 2004 Tb= Tb= Tb= Tb= Padd_pre= Padd_pre= SE Padd_pre= Padd_pre=SE Padd= 17642 Padd= 10904 Padd= 17605 Padd= 10909 Padd1 = 108TH AVE SE Padd1 = 176TH ST Padd1 = 108TH AVE Padd1 = 176TH ST Padd_suff= Padd_suff= Padd_suff= SE Padd_suff= Parcel=3223059175 Parcel = 2923059030 Parcel= 3223059063 Parcel = 3223059056 Ntb=656D6 Ntb=656D7 Ntb=656D7 Ntb= 656D7 Page 5 Continued 61 Status=OPEN 1A PSTe `yd"'"1 Comp_no=2004-0932 Complain= BEAN, BRIAN Problem=WQAI Type =WQA Recd_= Fri Dec 03 00:00:00 2004 Tb= Padd_pre= Padd= 17832 Padd1 = 108TH AVE Padd_suff=SE Parcel=3223059087 Ntb=686D1 62 Status= OPEN IA.P' T7 F4r1 Comp_no=2004-0971 Complain=JENKINS,TOM Problem=WQAI Type_=WQA Recd = Mon Dec 20 00:00:00 2004 Tb= Padd_pre=SE Padd= 10405 Padd1 = 172ND ST Padd_suff= Parcel=2923059150 Ntb= 656D7 63 Status=CLOSED Comp_no=2005-0018 Complain =RICE, RICHARD Problem= REM Type_= Fl Red; Fri Aug 01 00:00:00 2003 Tb= Padd_pre= Padd= 17801 Padd1 = 108TH AVE Padd_suff=SE Parcel=3223059016 Ntb=656D7 Page 6 VII. OTHER PERMITS • SEPA; King County as lead agency; • Confirm consistency with all Zoning requirements. • Building Permit • ROW Use Permit • Structure Permit for the detention vault. • Sanitary Sewer and Water Connection Permit— Soos Creek District State Permits: • SWPPP (Stormwater Pollution Prevention Plan Permit from the Department of Ecology VIII. EROSION/SEDIMENTATION CONTROL DESIGN All temporary erosion and sediment control requirements designed in accordance with Core Requirement#5 of the 2005 KCSWDM, section 1.2.5, Erosion and Sediment Control' These standards prevent or reduce pollution of stormwater runoff cause by construction activities. Temporary Erosion and Sediment Control Plan is designed to minimize the amount of sediment laded runoff that leaves the project site, protecting downstream properties from construction and grading activities. The project site proposes more than 1 acre of disturbed area and is therefore required to seek coverage under the Department of Ecology's General Permit for Construction Stormwater. A Construction Stormwater Pollution Prevention Plan (CSWPPP) ESC Plan Analysis and Design (Part A) The following narrative describing proposed TESC measures: Clearing Limits: Clearing limits are shown clearly on TESC plans with details sufficient to install and maintain during construction. Cover Protection: The type and location of temporary cover measures to be used onsite is shown on the TESC plans. Compost filter socks may also be used where a silt fence could cause more disturbance that would be mitigated. Perimeter Protection: Silt fencing location and details for installation are shown on the TESC plans. Traffic Area Stabilization: A single construction entrance is shown on the TESC plans. The contractor may adjust this road location as necessary during construction upon approval of the 3ounty inspector. Dust control measures per D.2.8 of 05 KCSWDM shall also be utilized as indicated on plans. TEMPORARY SEDIMENT TRAP The surface area of the trap: SA= 2 X (Q2/0.00096)= 2080 sf/cfs of the 2yr developed peak The 2 year developed peak for the 15 minute series is 0.372 cfs. See the 15 minute time series calculations in the water quality section (Section IV) of this report for the KCRTS calculation sheets. SA= 2083 X 0.372 = 775 SF required Try a pond that's 3.5' deep and measures 40' x 22' at the top of the weir, and 46' x 28' at the top of berm elevation. SEDIMENT TRAP Elevation Depth Dimension 210 4.5' 46'X28' 209 3.5' 40'x22' top of weir (775 SF) 208 2.5' 34'x16' 207 1.5' 28'X10' 206 0.5' 22'X4' 205.5 0' 16'X1' STORMWATER POLLUTION AND PREVENTION PLAN (PART B) The following information is per the KCSWDM section 2.3.1.4 and the King County Stormwater Pollution Control Manual. The Potential Pollutants and Impacts Associated with Activities matrix has been marked with stars for the activities associated with site work including land clearing and grading, street paving, concrete work, storm drainage and utility installation. Required BMP's For All Activities (3 items) 1. Clean your Storm Drain System. Clean your drains, gutters, catch basins, and ditches by routine maintenance. Routine maintenance procedures must include cleaning of the storm drainage system, without using water to flush sediments and debris, through the system. 2. Stencil Your Storm Drain. Stencil storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as "DUMP NO WASTE DRAINS TO STREAM" stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. Stencils available at 296-1900. 3. Eliminate Illicit Cohnections to the Storm Drainage System. Severe stormwater pollution can occur if non stormwater discharge is allowed to be connected to the drain system. For questionable discharges contact King County Surface Water Management Division, Water Quality Engineers at 296-1900. Additional Requirements The following responses are to section 2.3.1.4 of the KCSWDM. A. ACTIVITY-SPECIFIC INFORMATION REQUIRED Storage and Handling of Liquids During site construction, petroleum products, fuels, solvents, concrete admixtures and form oils may be present on-site. 1. Place drip pans or absorbent materials beneath all taps or potential drip and spill locations, while filling or unloading tanks or containers. 2. Store and maintain appropriate spill cleanup materials in a location near the handling operation location. Train employees and ensure they are familiar with the site's spill control procedures. 3. Paved areas should be swept and cleaned monthly in paved areas. 4. Check and inspect tanks and sumps daily. Collect all spilled liquids and properly dispose of them. Some operations noted are; Discharge to sanitary sewers. Recycling. Disposal to Municipal Solid Waste Facilities. Waste disposal services. Storage and stockpiling of construction materials 1. Cover and contain stockpiles of raw material to prevent stormwater erosion or leaching. Covers shall be inplace at all times when work with the stock pipes is not occurring. 2. Sweep and control loose material. Do not use water to wash materials to the storm drain system. 3. Install catch basin inserts to for pollution and erosion control. Fueling Operations 1. Cover the fueling area with overhang or roof structure. 2. If appropriate pave or cover the fueling area fueling area to prevent uncontaminated stormwater from entering the area. 3. Post signs to restrict fueling to the designated area. 4. Store and maintain appropriate cleanup materials at the fueling area. 5. Make sure catch basin insert are in place. 6. Use absorbent pillows or similar absorbent materials in or around storm drain facilities. Maintenance, Repairs, and Storage of Vehicles and Equipment 1. Sweep and clean driveway and designated storage areas at least monthly to collect dirt, waste, and debris. Do not hose down the area to the storm drains. 2. Wash water must be discharged to a sanitary sewer or other treatment system. Cleanup services are available to cleanup parking lots and collect water for off-site disposal. Concrete Saw Cutting, Slurry, and Washwater Disposal 1. Use drip pans, or sheeting to intercept concrete or asphalt drippings or debris to catch unintentional chunks or drips beneath installation equipment. 2. Place storm drain covers or containment devices over all nearby drains at the beginning of the work day. Sweep and shovel debris and other solids to containment devices. Transport to municipal solid waste site. 3. Contain and collect the slurry from concrete washing. Utilize waste disposal per washout area below. 4. Designate a washout area on site where cleaning an application and mixing equipment can take place and where the rinse water is controlled. It is also acceptable to dispose of rinse water and slurry in a hole in the ground big enough to contain the slurry and rinse material. Commercial products and services are also available for concrete, slurry and rinse water disposal. 5. Sweep the pouring area at the end of each day to collect loose aggregate chunks and dust. Do not hose down the area to the storm drain. Handling of Elevated pH water 1. collected waters within vaults and concrete structures may have an elevated pH. This water may not be discharged to storm or surface water until neutralized. 2. Contact the manufacturer of the material for information and allowable processes to neutralize water with elevated pH values. 3. Cleanup services are available to cleanup and collect water for off-site disposal. Application of Chemicals including Pesticides and Fertilizers 1. The landscape plans and building plans will list fertilizers, paints, solvents and finish chemicals for this site and improvement. 2. The manufacturers give specific application rates, quantities and requirements for each of the chemicals. The contractor shall ascertain that all workers are trained for and are familiar with installation equipment and requirements. Also that the application equipment functions properly. 3. All chemicals are to remain in their original containers until ready for installation or application. The containers are to be stored in appropriately labeled, locked, and roofed storage sheds or buildings until ready for use. Flow Frequency Analysis Time Series File:dev-15.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 0.372 6 8/27/01 18:00 1.20 1 100. 00 0.990 0.270 8 1/05/02 15:00 0.826 2 25.00 0.960 0.826 2 12/08/02 17:15 0.522 3 10.00 0.900 0.299 7 8/23/04 14:30 0.493 4 5. 00 0.800 0.493 4 11/17/04 5:00 0.452 5 3. 00 0.667 0.452 5 10/27/05 10:45 0.372 6 2. 00 0.500 + r 22 3 10 25 06 22:45 0.299 7 1.30 0.231 1.20 1 1/09/08 6:30 0.270 8 1. 10 0.091 Computed Peaks 1.08 50. 00 0.980 IX. BOND QUAN'T'ITIES WORKSHEET, FACILITY SUMMARIES, & DECLARATION OF COVENANT On the following pages. Bond Quantity Worksheet Facility Summaries Declaration of Covenant Site Improvement Bond Quantity Worksheet Web date. 12/02/2008 King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98057-5212 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: Azure Ridge Apartments Date: 26-Jan-09 Location: 10463 SE Carr Road, Renton, WA 98055 Project No.: B07L1293 Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 BQWS-Buddha.xls Report Date: 1/26/2009 Site Improvement Bond Quantity Worksheet Web date. i 2/02/2008 ROf0,40.0# price. ll►1i# f4.4*.ltY •p0#a 1.0:0 0.* Backfill & compaction-embankment ESC-1 $ 5.62 CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY 1 404 Ditching ESC-4 $ 8.08 CY 50 225 Excavation-bulk ESC-5 $ 1.50 CY 150 1 Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 1000 1 1380 Fence, Temporary(NGPE) ESC-7 $ 1.38 LF 0 0 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 500 1 295 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY 0 1 Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY 100 1 201 Mulch, by machine, straw, 2" deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY 950 Piping, temporary, CPP, 6" ESC-12 $ 10.70 LF Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF 0 1 Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY 100 1 230 Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY 20 1 782 Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 0 1 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF 0 1 Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF 20 1 1371 Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY 0 1 Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY 1 598 TESC Supervisor ESC-25 $ 74.75 HR 8 Water truck, dustcontrol tro I ESC-26 SWDM 5.4.7 $ 97.75 HR 4 1 391 Each ESC SUBTOTAL: $ 10,754.46 30% CONTINGENCY& MOBILIZATION: $ 3,226.34 ESC TOTAL: $ 13,980.80 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 Report Date: 1/26/2009 BQWS-Buddha.xls Site improvement B i (__ 3nuRy V�►�I KsrlGGt ...................... rFtit Ure Pablic Private Quantity Go npteted Existing (Bond R high t-of-Mav ;Road Iritrrovement� tmpr�xvernent� &:drainage Eacttities t1U ettt educ tin t1r+3t price. t1olt Qt+ant ,.. .:;Qvs �: tuaflt. QSt Quant . Cosf Corriplet .:::Co . Backfill&Compaction-embankment GI-1 $ 5.62 CY 250 1,405 00 Backfill&Compaction-trench GI-2 $ 8.53 CY 210 1,791.30 Clear/Remove Brush,by hand GI-3 $ 0.36 SY Clearing/Grubbing/Tree Removal GI-4 $ 8,876.16 Acre 0.77 6,834.64 Excavation-bulk GI-5 $ 1.50 CY 175 262.50 Excavation-Trench GI-6 $ 4.06 CY 270 1,096.20 Fencing,cedar,6'high GI-7 $ 18.55 LF 650 12,057.50 Fencing,chain link,vinyl coated, 6'high GI-8 $ 13.44 LF Fencing,chain link,gate,vinyl coated, 2C GI-9 $ 1,271.81 Each Fencing,split rail,3'high GI-10 $ 12.12 LF Fill&compact-common barrow GI-11 $ 22.57 CY 175 3,949.75 Fill&compact-gravel base GI-12 $ 25.48 CY 55 1,401.40 • Fill&compact-screened topsoil GI-13 $ 37.85 CY 50 1,892.50 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 $ 132.48 SY Grading,fine,by hand GI-17 $ 2.02 SY Grading,fine,with grader GI-18 $ 0.95 SY 2440 2,318.00 Monuments,3'long GI-19 $ 135.13 Each Sensitive Areas Sign GI-20 $ 2.88 Each Sodding,1"deep,sloped ground GI-21 $ 7.46 SY Surveying,line&grade GI-22 $ 788.26 Day 12 9,459.12 Surveying,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew(2 flaggers) GI-24 $ 85.18 HR 8 681.44 Trail,4"chipped wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"top course GI-27 $ 8.19 SY Wall,retaining,concrete GI-28 $ 44.16 SF 140 6,182.40 Wall,rockery GI-29 $ 9.49 SF 49,331.75 Page 3 of 9 SUBTOTAL Unit prices updated: 02/12/02 Version: 11/26/08 'KCC 27A authorizes only one bond reduction. Report Date: 11 1/26/08 BOWS-Buddha.xls Site Improvement b d ___antRy Vvui ksi iuet "vvV 'Rt ht,v..way Road.lmpr verrtarrts #rrtpp�yements ,, &Drai #ities Quaftf LEttit Proms ::.--:::::0.61(3..,. ...:Otuartt.; Cost 'Qti nt.„ Fact0ost Quant j cawaxt ,Cor>ipfete . Cosh e AC Grinding,4'wide machine<1000sy RI-1 $ 28.00 SY AC Grinding,4'wide machine 1000-2000 RI-2 $ 15.00 SY AC Grinding,4'wide machine>2000sy RI-3 $ 7.00 SY AC Removal/Disposal/Repair RI-4 $ 67.50 SY Barricade,type I RI-5 $ 30.03 LF Barricade,type III(Permanent) RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF 80 1,000.00 Curb and Gutter,demolition and disposal RI-9 $ 18.00 LF 35 630.00 Curb,extruded asphalt RI-10 $ 5.50 LF 880 4,840.00 Curb,extruded concrete RI-11 $ 7.00 LF Sawcut,asphalt,3"depth RI-12 $ 1.85 LF Sawcut,concrete,per 1"depth RI-13 $ 1.69 LF Sealant,asphalt RI-14 $ 1.25 LF 35 43.75 30 37.50 Shoulder,AC, (see AC road unit price) RI-15 $ - SY Shoulder,gravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 200 7,000.00 Sidewalk,4"thick,demolition and disposi RI-18 $ 29.50 SY Sidewalk,5"thick RI-19 $ 38.50 SY 80 3,080.00 Sidewalk,5"thick,demolition and disposi RI-20 $ 37.50 SY 50 1,875.00 Sign,handicap RI-21 $ 85.28 Each 3 255.84 9. Stri in per stall RI-22 $ 5.82 Each 48 279.36 P Striping,thermoplastic,(for crosswalk) RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 6,628.75 12,412.70 Unit prices updated: 02/12/02 Version: 111/26/2009 1/26/08 'KCC 27A authorizes only one bond reduction. Report Date: 1/2/26/08 BOWS-Buddha.xls Site Improvement b .d uuantity Vvorksneet >/200 ;. �x►s#tpg �:y#ure PtiI�J►� p�ivata ': fond RedUC€i4tt t.1if ani$y Improv lmprap 9h Rna� �#s e#nenfs Cod ost ..:....... . :�ltldtkt.::.� !�4�$# pua►si.. Inst plate,.. ': C For KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 SY AC Overlay, 1.5"AC RS-2 $ 11.25 SY AC Overlay,2"AC RS-3 $ 15.00 SY AC Road,2",4"rock, First 2500 SY RS-4 $ 21.00 SY AC Road,2",4"rock,Qty.over 2500SY RS-5 $ 19.00 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 23.30 SY 144 3,355.20 AC Road,3",4"rock,Qty.over 2500 SY RS-7 $ 21.00 SY AC Road,5",First 2500 SY RS-8 $ 27.60 SY AC Road,5",Qty.Over 2500 SY RS-9 $ 25.00 SY AC Road,6",First 2500 SY RS-1C $ 33.10 SY AC Road,6",Qty.Over 2500 SY RS-11 $ 30.00 SY Asphalt Treated Base,4"thick RS-19 $ 20.00 SY Gravel Road,4"rock,First 2500 SY RS-1 $ 15.00 SY Gravel Road,4"rock,Qty.over 2500 SY RS-14 $ 8.50 SY PCC Road,5",no base,over 2500 SY RS-1E $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1E $ 25.50 SY Thickened Edge RS-17 $ 8.60 LF Page 5 of 9 SUBTOTAL 3,355.20 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 BQWS-Buddha.xls Report Date: 1/26/2009 ,C ,[uua Site Improvement B d uuantity Worksneet gxEstng ►tare)€�utll private #Qnd Ret#isGtl4r1 E R ht-oioa.tRoad lmprau6m !ents irnprauements ...: . pities C.un# 1#tiitPrr s...: .Unit.:f.Quiant:: :::.;Cast: ;Quant ra ac:Cost Quant Cost Complete Cost :.....:...::...... ;;..::..:.. :: . .i:: .:r.i ........ ;;:. :...:;.:: .:.. as I��i�I�,�kLa�;;::.��'P; .:�Qt'tu ��(t,plHStfG t+'1 s t!J1��:of::1 U1Ui�lertt.. . .•.>:.;. #rpreutvesi:Pr.Iaes, MueEragts.�f:d>.coviarwa�. sumed;'A4Essums perforatgitf?VGis saga prla .d pips Access Road,R/D D-1 $ 21.00 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each (CBs include frame and lid) CB Type I D-4 $ 1,257.64 Each 4 5,030.56 CB Type IL D-5 $ 1,433.59 Each , CB Type II,48"diameter D-6 $ 2,033.57 Each 2 4,067.14 for additional depth over 4' D-7 $ 436.52 FT 4 1,746.08 CB Type II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54 for additional depth over 4' D-9 $ 486.53 FT CB Type II,60"diameter D-10 $ 2,351.52 Each for additional depth over 4' D-11 $ 536.54 FT CB Type II,72"diameter D-12 $ 3,212.64 Each for additional depth over 4' D-13 $ 692.21 FT Through-curb Inlet Framework(Add) D-14 $ 366.09 Each Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each Cleanout, PVC,8" D-17 $ 224.19 Each 8 1,793.52 Culvert, PVC,4" D-18 $ 8.64 LF Culvert, PVC,6" D-19 $ 12.60 LF 840 10,584.00 Culvert,PVC, 8" D-20 $ 13.33 LF 210 2,799.30 Culvert,PVC,12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP,12" D-23 $ • 26.45 LF 608 16,081.60 Culvert,CMP,15" D-24 $ 32.73 LF Culvert,CMP,18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 44,294.74 Unit prices updated: 02/12/02 Version: 11/26/08 'KCC 27A authorizes only one bond reduction. Report Date: 1/2/26/08 BQWS-Buddha.xls p itwc Site improvement b i __.angry Vvui ksneet t*xtstipg Fttare 1pub..Ett Nr#vate 1Jo11d Req.isotlon* ttotway Imp vements improvements Rt h �toa>t 9 • fix « b � b • aa'tipes 4uar11 Na 1lrfit.Prioe.. :.Unfit::: 1�iant Coat Quant1.T; ,Cwt Quant . Cost: • Corn eta Culvert,Concrete,8" D-32 $ 21.02 LF Culvert,Concrete, 12" D-33 $ 30.05 LF Culvert,Concrete,15" D-34 $ 37.34 LF Culvert,Concrete,18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF 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 $ 48.30 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'depth) D-51 $ 22.60 LF Geotextile,laid in trench,polypropylene 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 35 490.35 Restrictor/Oil Separator,12" D-56 $ 1,045.19 Each 1 1045.19 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 CV 50 1954 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 3489.54 Unit prices updated: 02/12/02 Version: 11/26/08 'KCC 27A authorizes only one bond reduction. Report Date: 1/26/2009 BQWS-Buddha.xls Site Improvement b d uanmy Works (Cat ] }�isting #;uf�tre�ybiie Pc#Vate Ond t et#.uCt!0fl Rtghttot'way Road lmpravements tmpro' ements "UntCFrice. uct�t u8;tt Frtca auarst'na� pa�tt t f Q artt .. C0$1 Cor pieta ;Cost. No. 2"AC,2"top course rock&4"borrow PL-1 $ 21.00 SY 2"AC, 1.5" top course&2.5"base cour PL-2 $ 28.00 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY U�"li:t'1`1f P�l»�S 8�;a'TR��'Lt�i1ITlN� >. tJtil�y.R�te>rekv�atlQn:c�asts:e�t�;zt;be.a�ampanted::b�:>=ran�#�,se UkiliEy s fast�tater�nsr�t ; Utility Pole(s)Relocation UP-1 Lump Sum Street Light Poles w/Luminaires UP-2 Each ... :. <.: :>::::::li::::'<:::i>::>::�:::::s>::::>:>;:<>::i::i:::::»:<:.::::>::iii>::>::>::>:.;:.;;::.;:.;>:.;:.;;:::>:::>:::�>::r:.>:•;:.;:.;;>;:.;:.;;:.;;i::r;:::::�ir::;:.;;:.;;:.;;:.;:<.>::.;:.;;:.;;:.;:.;;<.;:.;:.;:;:.;:.;;:.:;:.>:«<.:;:;;::.<.:�>:;>;:;;;;:>;>:.::::;:;;:.:;.;:.::::�;:::::.�:::::::::.:.:...... (Such as detention/water quality vaults.) No. Storm Filter Facility WI-1 $26,000.00 Each 1 26,000.00 Detemtion/WQ Vault WI-2 $95,000.00 Each 1 95,000.00 Porous Aphalt WI-3 $ 20.00 SY 2425 48,500.00 Fire Access Gate WI-4 $ 5,000.00 Each 1 5,000.00 WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-to SUBTOTAL 174,500.00 SUBTOTAL(SUM ALL PAGES): 9,983.95 284,028.73 30%CONTINGENCY&MOBILIZATION: 2,995.19 85,208.62 GRANDTOTAL: 12,979.14 369,237.35 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 Version: 11 11/26//26/08 'KCC 27A authorizes only one bond reduction. Report Date: 1/26/2009 BQWS-Buddha.xls Web daL,. 12/02/2008 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: Mounir Touma Date: 13-Jan-09 PE Registration Number: 9470 Tel.#: 425-251-0665 Firm Name: Touma.Engineers Address: 6632 S. 191st Place, Suite E102, Kent, Wa 98032 Project No: B07L1293 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND` PUBLIC ROAD& DRAINAGE AMOUNT BOND*AMOUNT MAINTENANCE/DEFECT BOND* REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 13,980.8 TEMPORARY OCCUPANCY*** Existing Right-of-Way Improvements (B) $ 12,979.1 Future Public Road Improvements & Drainage Facilitie• (C) $ - Private Improvements (D) $ 369,237.4 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/** (A+B) $ 26,959.9 (First$7,500 of bond*shall be cash.) Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 396,197.3 T x 0.30 $ 118,859.2 OR Minimum bond*amount is$1000. Reduced Performance Bond*Total *** (T-E) $ 396,197.3 Use larger of Tx30%or(T-E) (B+C)x Maintenance/Defect Bond*Total 0.25 = $ 3,244.8 NAME OF PERSON PREPARING BOND*REDUCTION: Date: "NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. • **NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. ***NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ 369,237.4 (C+D)-E REQUIRED BOND*AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.kingcounty.gov/permits Version: 11/26/08 BQWS-Buddha.xls Report Date: 1/26/2009 X. MAINTENANCE AND OPERATION MANUAL On the following pages. -1�f fr� f , APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO.3-DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed MaintenanceResults Expected PWhen ormed Component Storage Area Plugged Air Vents One-half thec rosbsdsects �roaa vent is blocked Vents free of debris and sedimei at t. d Debris and Sediment the diameter of the ed storage area font depth r'A length of frods 10%of osediment m storage area.debris removes. storage vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 Inches for more than'A length of tank. Joints Between Any crack allowing material to be transported into All joint between tank/pipe sectic is Tank/Pipe Section facility. Tank Pipe Bent Out of Any part of tank/pipe is bent out of shape more Tank/pipe repaired or replaced t Shape than 10%of Its design shape. design. Vault Structure Damage to Wall, Cracks wider than'A-inch and any evidence of Vault replaced or repaired to de: gn Frame,Bottom, soil particles entering the structure through the specifications. and/or Top Slab cracks,or maintenance inspection personnel determines that the vault is not structurally sound. -- Damaged Pipe Joints Cracks wider than'A-inch at the joint of any No cracks more than'A-inch wic .at inlet/outlet pipe or any evidence of soil particles the joint of the inlet/outlet pipe. entering the vault through the walls. Manhole Cover Not in Place Cover is missing or only partially in place.Any Manhole is closed. open manhole requires maintenance. Locking Mechanism Mechanism cannot be opened by one Mechanism opens with proper t Is. Not Working maintenance person with proper tools.Bolts into frame have less than'A Inch of thread(may not apply to self-locking lids.) Cover Difficult to One mai lbs of lift. Intent iso ke pocover from ree person caremve lid after installed ver can b� removed and Remove applyingone maintenance sealing off access to maintenance. person. Ladder Rungs Unsafe King County Safety Office and/or maintenance Ladder meets design standard* person judges that ladder is unsafe due to Allows maintenance person sat missing rungs,misalignment,rust,or cracks. access. Large access Gaps,Doesn't Cover Large doors not fl and/or access hole Doors closes flat and covers ac ess doors/plate CompletelyLarooNOTE oce h t le completely. grated doors are acceptable. Lifting Rings Missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to remov !id. Rusted or lid. — 1/24/2005 2005 Surface Water Design Manual–Apr ndix A APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILI JEST NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Performed Component General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1.5 feet. _ Structural Damage wall and ou�tpippee securely tructururee should supphed to ort at and outlet piipeole Structure f securely attached to w;':I least 1,000 lbs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are w ter show signs of rust. tight;structure repaired or replac A r and works as'iesigned. Any holes—other than designed holes—in the Structure has a holes other tha structure. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works asdesigned. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is standard ds. or replaced to r eet design Orifice Plate Damaged or Missing Control device is not working property due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions F id blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions a d potential of blocking)the overflow pipe. works as designed. Manhole See"Detention Tanks See"Detention Tanks and Vaults"Table No.3 See Table N . Tanks and Vaul f. and Vaults" l:' 1/2005 2005 Surface Water Design Manual-Appendix A APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS Results Expected When Maintenance Defector Problem Conditions When Maintenance is Needed Maintenance is performed Component General Trash&Debris Trash or debris of more than'/:cubic foot which No Trash or debris locate (Includes Sediment) is located immediately in front of the catch basin immediately in front of catch basin opening. opening or is blocking capacity of the basin by more than 10°,6. Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the basin. lowest pipe Into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of Cresor more than 1/3 of its height. debris. Dead could generate No dead ls or etation odors that could cause comls or vegetation plaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in attcondition support the breeding c I volume. insects or rodents. Stricture Damage to Comer of frame extends more than%inch past Frame is even with curb. Frame and/or Top curb face into the street(If applicable). Slab Top slab has holes larger than 2 square inches Top slab is free of holes and cr :ks. or cracks wider than%inch(intent is to make sure all material is running into basin). Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slat separation of more than%inch of the frame from the top slab. Cracks in Basin Cracks wider than%inch and longer than 3 feet, Ba iin replaced or repaired to di sign Walls/Bottom any evidence of soil particles entering catch basin through cracks,or maintenance person judges that structure is unsound. Cracks wider than%inch and longer than 1 foot Noe crajocks inlet/outletrthan a1/4 inch w.:.e at at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has rotated Basin n replaced or repaired to d sign Misalignment more than 2 inches out of alignment. Fire Hazard Presence of chemicals such as natural gas,oil No flammable chemicals prese t. and gasoline. Vegetation Vegetation growing across and blocking more No vegetation blocking openini to than 10%of the basin opening. basin. Vegetation growing in inlet/outlet pipe joints that No vegetation or root growth is more than 6 inches tall and less than 6 inches present. apart. Pollution Nonflammable chemicals of more than%cubic Nurfo ace film.present other thar foot per three feet of basin length. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any Catch basin cover is closed open catch basin requires maintenance. by on Mechanism opens with proper Dols. Not WorkingMechanism maintenance pe Locking Mechanismcannotopened with proper tools.Bolts into Working frame have less than'%inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design standar( :and misalignment,rust,cracks,or sharp edges. allowsllmaintenance person sz 3 a cess. 2005 Surface Water Design Manual—Apr ndix A 1/24/2005 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILI IES NO. 5-CATCH BASINS Results Expected When Maintenance Defect or Problem Conditions When Maintenance is Needed Result Expe ist performed Component Metal Grates Unsafe Grate Grate with opening wider than 7/8 inch. Grate opening meets design standards. (if Applicable) Opening Trash and Debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. Damaged or Missing. Grate missing or broken member(s)of the grate. Grate anes dis o place and meets desi;n stsNO.6-DEBRIS BARRIERS(E.G., TRASH RACKS) Results Ex ted When Maintenance Defect or Problem Condition When Maintenance is Needed Mainis Perforned. Component General Trash and Debris Trash or debris that is plugging more than 20% Barrier clear to receive capacity of the openings in the barrier. flo Metal Damaged/Missing Bars are bent out of shape more than 3 inches. than rs in inch.ace with no bends mor Bars. Bars are missing or entire barrier missing. Bars in place according to desig :. Bars are loose and rust is causing 50% Repair or replace barrier to desi'n deterioration to any part of barrier. standards. NO.7-ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expectedance is peW ened. n Component External: _ Rock Pad Missing or Moved Only oVe layer ;eet or exists alarger,bove any exposure so l in Replace rocks to design stands ds. Rock of native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along trench(normal rebuilt to standards. condition Is a"sheet flout'of water along trench). Intent is to prevent erosion damage. Perforations Plugged. Over Y.of perforations in pipe are plugged with Clean or replace perforated pi .a. debris and sediment. Water Flows Out Top Maintenance person observes water flowing out Facility must be rebuilt or of"Distributor"Catch during any storm less than the design storm or redesigned to standards. Basin its causing or appears likely to cause damage. Receiving Area Over- Water in receiving area is causing or has No danger of landslides. Saturated potential of causing landslide problems. Internal: Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to%or Replacendastructure to design Post.Baffles,Side of original donee or any uare�which w�make Chamber exceeding � structure unsound. 1/ .4/2005 2005 Surface Water Design Manual—Appendix A r APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FAC:ILIIIVS NO.8-FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Mai Results Expected is When ormed , Component General Missing or Broken Any defect in the fence that permits easy entry to Partmy place to provide adequa a Parts a facility. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a fence. exceeds 4 inches in height. Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1'/:inches. Top rails bent more than 6 inches. Top rail free of bends greater thr n 1 inch. Any part of fence(including post,top rails,and Fence is aligned and meets des:In fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holdirrl fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less tI in%inch sag between post. more than 2%inches between posts. Extension arm missing,broken,or bent out of Extension arm ithann pla%einwith no shape more than 1%inches. bends Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or I ,rts Protective Coating condition that has affected structural adequacy. with a uniform protective coatiry Openings in Fabric Openings in fabric are such that an 8-inch No openings in fabric. diameter ball could fit through. • NO.9-GATES Maintenance Defect or Problem Conditions When Maintenance is Needed Results MaintenancExpected Performed Component General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in p ace. Members Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate i be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands,and ties i place. Openings in Fabric See'Fencing"Table No.8 See"Fencing"Table No.8 2005 Surface Water Design Manual—Apr ndix A 1/24/2005 - 1 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACIL FIF,S NO.10-CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed ResultsiExpected tis Performed When Component Ma Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe bricleaned of all sediment ant diameter of the pipe. Vegetation Vegetation that reduces free movement of water ABllllwvseg vegetation ely through go ,p gesso water through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area Pipe repaired or replaced. of pipe by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 TT'rasand debris cleared from square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20%of the Ditch sedimentcleaned/flushed aet debris so that ft design depth. matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through ditct Is. through ditches. Erosion Damage to See"Detention Ponds"Table No.1 See"Detention Ponds"Table N . 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design stande ds. • Place or Missing(If the rock fining. Applicable). NO.11 -GROUNDS(LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed MaintenanceResults Expected is Performed Component General Weeds Weeds growing in more than 20%of the Weeds the lands asene t in areas than 5% if (Nonpoisonous,not landscaped area(trees and shrubs only). P noxious) Safety Hazard Any presence of poison ivy or other poisonous No poisonnous o area. getation prese it in vegetation. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic Area clear of litter. foot within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less tha. 5% broken which affect more than 25%of the total of total foliage with split or brok en foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of ir ury. knocked over. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over,causing exposure adequately supported;remove my of the roots. dead or diseased trees. I 4/2005 2005 Surface Water Design Manual-Appendix A APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO.12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Maintenance Results Expected tis Performed When Component General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadwayfree of debris which cc /Id square feet(i.e.,trash and debris would fill up damage res. one standards size garbage can). Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which co.rid or metal) damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 f: et road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to Obstruction removed to allow at 12-foot width for a distance of more than 12 feet least a 12-foot access. or any point restricting access to less than a 10- foot width. Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth vith Mush Spots,Ruts depth and 6 square feet in area.In surface defect which hinders or prevents settlement,poth :es, any mush spots,or rut maintenance access. Vegetation in Road Weeds growing in the road surface that are more Road surface free of weeds tall( Surface than 6 inches tall and less than 6 inches tall and than 2 inches. less than 6 inches apart within a 400-square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and dispc al Pavement petroleum hydrocarbons. in keeping with Health Departm nt recommendations for mildly contaminated soils or catch bat n sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulderr the suee rrounding ing road. on and Ditches inches wide and 6 inches deep. matchingWeeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inch,sin hinder maintenance access. height or cleared in such a way ss to allow maintenance access. 2005 Surface Water Design Manual—Apt radix A 1/24/2005 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO.17-WETVAULT Maintenance Defect or Problem Condition When Maintenance is Needed RecCorremended ct Problem Maintenance to Component Vault Area Trash/Debris Trash and debris accumulated in vault(includes Remove trash and debris. Accumulation floatables and non-floatables). Sediment Sediment accumulation in vault bottom exceeds Remove sediment from vault. Accumulation the depth of the sediment zone plus 6 inches. Ventilation Ventilation area blocked or plugged Remove or clear blocking mater.31 from ventilation area. A specified% of the vault surface area must provide ventilation to the vault interior(see p.6-82 for required X)). Vault Structure Damage to Wall, Cracks wider than 1/2-inch and any evidence of Vault replaced or repaired to devign Frame,Bottom, soil particles entering the structure through the specifications. and/or Top Slab cracks,or maintenance inspection personnel determines that the vault is not structurally sound. Damaged Pipe Joints Cracks wider than'/-inch at the joint of any No cracks more than Winch wi. B at inlet/outlet pipe or any evidence of soil particles the joint of the inlet/outlet pipe. entering the vault through the walls. Baffles Damaged/Defective Baffles corroding,cracking,warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/Inspection staff. Inlet/Outlet Damaged Pipes Inlet/outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Trash/Debris Trash and debris accumulated in pipe or Remove trash and debris. Accumulation inlet/outlet(includes floatables and non- floatables). Access Cover Damaged/Not Cover cannot be opened or removed,especially Pipeingpaipeeddificetioor replaced to pn >er Working by one person. ns. Access Ladder Damaged Ladder is corroded or deteriorated,not Ladder replaced or repaired to functioning properly,missing rungs,has cracks specifications,and is safe to ur ,as and/or misaligned. Confined space warning sign determined by inspection persc:mel. missing. Replace sign warning of confir and space entry requirements. 2005 Surface Water Design Manual—Apt ndix A 1/24/2005 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACIL CIES NO.20-STORMFILTER® Maintenance Defect or Problem Condition When Maintenance is Needed CorrectRecommenPro ed Maintenance bComponent Sediment depth exceeds 0.25 inches. No sediment deposits that wouk Media Section Sediment P impede permeability of the comr.3st Accumulation on media. Media. Trash/Debris Trash and debris accumulated on compost filter Trash and debris removed from cne Accumulation bed. compost fitter bed. First Chamber Sediment Sediment depth exceeds 6 inches in first No sediment deposits in vault Accumulation chamber. bottom of first chamber. Drain Pipes Clean- Sediment Whendrain pipes,clean-outs,become full with Remove the accumulated material Outs Accumulation sediment and/or debris. from the facilities. NO.21 -STORMFILTER®(CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Re Reco mment P ded Maintenance o Component Compost Media Plugged Drawdown of water through the media takes Replace media cartridges. longer than 1 hour,and/or overflow occurs frequently. Short Circuiting Flows do not property enter fitter cartridges. Replace filter cartridges. Pipes Damaged Any part of the pipes that are crushed,damaged Pipe repaired and/or replaced. due to corrosion and/or settlement. aired Access Cover Damaged/Not Cover cannot open the cover,corrosion/deformation of cover. specifications opened,one person cannot Cover ro replaced. fir Working Vault Structure Damage to Wall, Cracks wider than Winch and any evidence of Vault replaced or repaired to de ;ign Frame,Bottom, soil particles entering the structure through the specifications. and/or Top Slab cracks,or maintenancelnspection personnel determines that the vault is not structurally sound. Damaged Pipe Joints Cracks wider than%-inch at the joint of any No cracks more than'/.-inch wi e at inlet/outlet pipe or any evidence of soil particles the joint of the inlet/outlet pipe. entering the vault through the walls. Baffles Damaged Baffles corroding,cracking warping,and/or Repair or replace baffles to showing signs of failure as determined by specification. ma intenancefinspection person. Access Ladder Damaged Ladder is corroded or deteriorated,not Ladder replaced or repaired ar functioning properly,missing rungs,cracks,and meets specifications,and is�a ir ;to misaligned. use as determined by inspec personnel. r 1 I!.4/2005 2005 Surface Water Design Manual—Appendix A APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACIL1'IlbS NO. 5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Corner of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inlet/outlet pipe or any evidence wide at the joint of inlet/outlet of soil particles entering catch basin through pipe. cracks. Sediment/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. 1998 Surface Water Design Manual 9/1/98 A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILr11bS NO. 5-CATCH BASINS(CONTINUED) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10%of the basin opening. to basin. Vegetation growing in inlet/outlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place• Cover is missing or only partially in place.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO.6 DEBRIS BARRIERS(E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier clear to receive capacity the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to to any part of barrier. design standards. 9/1/98 1998 Surface Water Design Manual A-6 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10-CONVEYANCE SYSTEMS(PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Erosion Damage to See"Ponds"Standard No.1 See"Ponds"Standard No.1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design Place or Missing(If the rock lining. standards. Applicable). Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins"Standard No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers"Standard (e.g.,Trash Rack) No.6 NO. 11 -GROUNDS(LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5% (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area clear of litter. • within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25%of the total 5%of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILI flES NO. 12-ACCESS ROADS/EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i.e.,trash and debris would fill up could damage tires. one standards size garbage can. Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which or metal). could damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area In general,any with no evidence of settlement, surface defect which hinders or prevents potholes,mush spots,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400- square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or cleared in such a way as to allow maintenance access. • 9/1/98 1998 Surface Water Design Manual A-10 EXHIBIT "A" PARCEL LEGAL DESCRIPTION THAT PORTION OF THE WEST% OF THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 32, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF CARR ROAD, AS CONVEYED BY DEED RECORDED UNDER RECORDING NO. 5840157 TAX PARCEL NO. 322305-9040 i 1 PORTION OF THE NW I/4 OF THE NE 1/E 1 J OF SEC 32, TWN 23 N, R 5 E, W.M. _ __------1 / NIi/i Bldg. A mai :, .. � �- ' OPLAY AREA Yr'''. /r i ' is BIdg.B co lo 7,i( ;.-fte--------- _/- \\ \ 1 V I ,!- i I I 7' 7 -‘-':* - 77:-'7 /.--'' 1° -7k--.'-- /V , „ . // ,/** � /- /////� PERMEABLE PAVEMENT // j/ / /, /. EXHIBIT "C" Text of Flow Control BMP Maintenance Instructions from 2005 SWDM Appendix C Permeable Pavement Your property contains a stormwater management flow control BMP (best management practice) called "permeable pavement," which was installed to minimize the stormwater quantity and quality impacts of some or all of the paved surfaces on your property. Permeable pavements reduce the amount of rainfall that becomes runoff by allowing water to seep through the pavement into a free-draining gravel or sand bed, where it can be infiltrated into the ground. The type(s) of permeable pavement used on your property is: Uporous concrete, ]porous asphaltic concrete, Upermeable pavers, Umodular grid pavement. The area covered by permeable pavement as depicted by the flow control BMP site plan and design details must be maintained as permeable pavement and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. ❑ Text of Instructions for Non-Vegetated Permeable Pavement Your property contains a stormwater management flow control BMP (best management practice) called "permeable pavement," which was installed to minimize the stormwater quantity and quality impacts of some or all of the paved surfaces on your property. Permeable pavements reduce the amount of rainfall that becomes runoff by allowing water to seep through the pavement into a free-draining gravel or sand bed, where it can be infiltrated into the ground. The type(s) of permeable pavement used on your property is: Uporous concrete, Oporous asphaltic concrete, Upermeable pavers, Umodular grid pavement. The area covered by permeable pavement as depicted by the flow control BMP site plan and design details must be maintained as permeable pavement and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Permeable pavements must be inspected after one major storm each year to make sure it is working properly. Prolonged ponding or standing water on the pavement surface is a sign that the system is defective and may need to be replaced. If this occurs, contact the pavement installer or the King County Water and Land Resources Division for further instructions. A typical permeable pavement system has a life expectancy of approximately 25-years. To help extend the useful life of the system, the surface of the permeable pavement should be kept clean and free of leaves, debris, and sediment through regular sweeping or vacuum sweeping. The owner is responsible for the repair of all ruts, deformation, and/or broken paving units. Exhibit "C: (continued) Perforated Pipe Connection Your property contains a stormwater management flow control BMP (best management practice) called a "perforated pipe connection," which was installed to reduce the stormwater runoff impacts of some or all of the impervious surface on your property. A perforated pipe connection is a length of drainage conveyance pipe with holes in the bottom, designed to "leak" runoff, conveyed by the pipe, into a gravel filled trench where it can be soaked into the surrounding soil. The connection is intended to provide opportunity for infiltration of any runoff that is being conveyed from an impervious surface (usually a roof) to a local drainage system such as a ditch or roadway pipe system. The size and composition of the perforated pipe connection as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. The soil overtop of the perforated portion of the system must not be compacted or covered with impervious materials.