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Home My WebLink AboutMISCWeston Heights North Technical Information Report 702 Nile Ave NE , Renton , WA SDA Project #349-007-15 Prepared for: Prospect Development , LLC 29 13 51h Avenue NE , Ste . 201 Puyallup , WA 98372 February 24 , 2016 CIVIL ENGINEER ING I PROJ EC T MANAGEMENT I P LANN ING 1724 W Manne View Dnve. Su ite 140. Everett. WA 98201 425 48 6 65331 wm• sdaeng 1neers.com Weston Heights North Technical Information Report Prepared For: Prospect Development, LLC 2913 5th Avenue NE. Ste. 201 Puyallup, WA 98372 Prepared By: SDA Engineers 1724 West Marine View Drive, Ste 140 Everett, WA 98201 (425) 486-6533 • .. . .. 4 .. -4 ......... Weston Heights North Technical Information Report 02-24-16 TABLE OF CONTENTS SECTION 1 PROJECT OVERVIEW • Project Overview • Figure 1 -TIR Worksheet • Figure 2 -Vicinity Map SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY SECTION 3 OFF-SITE ANALYSIS • Task 1 -Study Area Definition & Maps • Task 2 -Resource Review • Task 3 -Field Inspection • Task 4 -Drainage System Description and Problem Descriptions • Task 5 -Mitigation of Existing or Potential Problems • Appendix 3A -Downstream Analysis Map and Photos • Appendix 3B -Resource Review Documents SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN • Part A -Existing Site Hydrology • Part B -Developed Site Hydrology • Part C -Performance Standards • Part D -Flow Control System • Part E -Water Quality System • Part F -Wetland Hydrology • Appendix 4A -Flow Control Design Calculations • Appendix 4B -Treatment Design Calculations • Appendix 4C -Wetland Hydroperiod Calculations SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN SECTION 6 SPECIAL REPORTS AND STUDIES • Appendix 6A -Geotechnical Report • Appendix 68 -Olympus Villa LUA 10-090 • Appendix 6C -Olympus Villa As-Built Plans SECTION 7 OTHER PERMITS SECTION 8 CSWPPP ANALYSIS AND DESIGN SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT SECTION 10 OPERATIONS AND MAINTENANCE MANUAL Weston Heights North Technical Information Report Weston Heights North Technical Information Report SECTION 1 PROJECT OVERVIEW Project Overview The Weston North project proposes the construction of 6 single family Jots (1 existing single family residence to remain with 5 new Jots) on two existing parcels totaling approximately 2.47 acres. Frontage improvements along both Nile Ave NE and NE 7" Pl, as well utility connections to the site are also proposed. The project occupies King County Tax Parcel Numbers 11230590002 and 947794TR-L, and is situated in the southwest quarter of Section 11, Township 28 North, Range 5 East, W.M. More specifically, the project is located on the east side of Nile Ave NE and south side of NE 7th Pl, approximately 0.4 miles north of the intersection of Nile Ave and NE 4th Street. A vicinity map has been provided as Figure 2 of this document. A wetland is located in the southcentral region of the project. This wetland and its surrounding buffer will remain undisturbed. As a result of these two separate projects, Weston North and Weston Heights, predeveloped runoff will be directed away from the wetland in order to mitigate developed conditions. An end goal of this project is to ensure the existing wetland hydroperiod is satisfied in the developed condition. The majority of land cover in the Weston North project limits has been developed. The western region currently houses a single family residence, a detached Quonset hut, shed and garage. The surrounding area features typical residential landscaping. The eastern region has been previously cleared of the historic forested vegetation and is currently all grassed area with no tree canopy. The wetland and area to the east of the wetland, outwards to the projects eastern border, remain forested. The topography of the combined subject parcel slopes moderately from east to west, with the southcentral section sloping inwards towards the wetland. The USDA Soil Survey for King county indicates that the site consists of Alderwood gravelly sandy loam, which is generally characterized as glacial till, with moderate runoff rates and low capacity for infiltration. Surface runoff will be detained through three separate facilities in order to avoid concentration of flows. Surface runoff will be directed to combined detention ponds, and/or a detention vault. Flow control structures are included to match the historic release rates. A flow spreader will service the Weston Heights detention pond on the east, spreading flows overland and ultimately into the wetland. New storm sewer infrastructure will convey storm water from the Weston Heights western detention vault to an existing roadside ditch along the eastern edge of Nile Ave NE. The Olympus Villa Pond 'A' flow control structure will be reconfigured to satisfy the historic release rates. This meets the requirements for Full Drainage Review, as described further in Section 4 of this report. Weston Heights North Technical Information Report Weston Heights North Technical Information Report FIGURE 1 TIR WORKSHEET KING COUNTY, WASHINGTON. SURFACE WATER DES!G', MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner &hifK DmtM ?<trN[ Phone ljl'.1) 86'/-lkCc Address I 0 / dK·e 8u.u nlf 7) i'1v1-11 Ai/ 1-JqLci.'l.tlc ,[1/tl 'l(~ct,S Project Enginee; {c "'1 l/1rs <( Company St.),~ f1:vl-11Vl[f?~ Phone f/7 1i! 'Ii:/.. f,',,:53 Part 3 TYPE OF PERMIT APPLICATION Building Services M/F / Commerical I SFR D Cleariog and Grading D Right-of-Way Use D Other ~-- I UPD Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review (£lill'·/ Targeted (circle): Large Site Date (include revision dates): Date of Final: Part 6 ADJUSTMENT APPROVALS I Part 2 PROJECT LOCATION AND DESCRIPTION Project Name h/t '"'" AJ..,,·I( DOES Permit# -----~---- 2/::.. ;1./ Location Township Range Section I ! Site Address ·1 o /. ~ IL c Av, ,\Jf r?uv n ,,1 l~A ?h~:.+ I Part 4 OTHER REVIEWS AND PERMITS D DFWHPA 0 COE404 D DOE Dam Safety D FEMA Floodplain D COE Wetlands 0 other --- D Shoreline Management (lQ Stru_c~al Rockery~a~-- 0 ESA s~~tion 7 Site Improvement Plan (Engr. Plans) Type (circle one): (Fu\L'·/ Modified I Small Site Date (include revision dates): Date of Final: ---------------------------------------1 Type (circle one): Standard / Complex / Preapplication I Experimental/ Blanket Description: (include conditions in Tl R Section 2) rvl A ' Date of Aooroval: :20l)9 Surface Water Di.:sign Manual l/912009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes I~, Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: c:: ff7 ,,E /;'(,v("v Special District Overlays:------------------------ Drainage Basin: u 1>df' t;'"tf Stormwater Requirements: ----------------------- ----------------- Part 9 ONSITE AND ADJACENT SENSITIVE AREAS 0 River/Stream ---------- 0 Lake la Wetlands i'.w -•/[t -; ,t·,, 1>15;t,,,,,t-,) 0 Closed Depression _' ______ _ D Floodplain ----------0 Other ___________ _ -----~ ------~------ Part 10 SOILS D Steep Slope --------- 0 Erosion Hazard -------- CJ Landslide Hazard -------- 0 Coal Mine Hazard -------- CJ Seismic Hazard -------- CJ Habitat Protection _______ _ CJ _________ _ -----------.. ------- Soil Type AL/){ {ll'l)l'(•P Slopes < /o",, Erosion Potential lc::\.,j/ t\.lul)t_Mif· CJ High Groundwater Table (within 5 feet) 0 Other 0 Additional Sheets Attached 2009 Surfac~ \Vater Design Manual 2 D Sole Source Aquifer CJ Seeps/Springs I !9/2009 KltsiG COU:--ITY. WASHINGTON. SURFACE WATER DESIGN \1A"UAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET [ Part 11 DRAINAGE DESIGN LIMITATIONS - ----------------------------j REFERENCE ~ Core 2 -Offsite Analysis D Sensitive/Critical Areas D SEPA D Other LIMITATION I SITE CONSTRAINT D ___________ _ D Additional Sheets Attached -~------·---~-- Part 12 TIR SUMMARY SHEET (provide one TIR Summary_~eet per_Threshold Discharge Areal Threshold Discharge Area: !name or descriotionl Core Requirements (all 8 apply) Discharae at Natural Location Number of Natural Discharae Locations: Offsite Analysis Level: 0.y213 dated: Flow Control Level: 1 IC}.A 3 ~r,Jxemption Number /incl. facilitv summarv sheet\ Small Site BMPs a I Conveyance System Spill containment locatea at: 11,1til , 1 r'-"r> ' Erosion and Sediment Control ESC Site Supervisor: ··1, 1::'..( lh> il "I\',{ (:, "t j--;l( I_ ( i..:, ,'-0S\¥Ut..Ui1',; Contact Phone: After Hours Phone: --, Responsibility: Cf'rl'lllle~ •/ Public Maintenance and Operation If Private, Maintenance Loa Reauired: Yes I No Financial Guarantees and Provided: Yes/~ Liabilitv Water Quality Type: 1 ~~ / Sens. Lake I Enhanced Basicm I Bog (include facility summary sheet) or Exemp o. Landscaoe Manaaement Plan: Yes / No Snecial Renuirements (as annlicablel Area Specific Drainage Type: CDA / SDO / MOP / BP/ LMP I Shared Fae. I None Renuirements Name: Floodplain/Floodway Delineation Type: Major / Minor I Exemption ~, 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: DL-f"c/vih'-,0 vi~1..1t ,-; J~>c,;IJ("') ~. Source Control Describe landuse: ~--l7?. (comm/industrial landuse) Describe any structural controls: !V/fr 2009 Surface Water Design Manual 1/9/2009 3 Kl!\G lULINIY, WJ\SHINUI'UN, SIJIHJ\CE WATFR ])~SIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes (~ Treatment BMP: Maintenance Agreement: Yes I No with whom? ~O,,,th'-'e"-r_,,D,,,r=ai,,,,n,::ag"'e"--"'S,,,tr=u=ct,::uc:cre,:,:s:__ __________________ ,, _________ , Describe: _ _J . Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS , ----WINl~~M E;C REQUIREMEN~; ---Ml~l~UM ESC REQUIREMENTS -I DURING CONSTRUCTION AFTER CONSTRUCTION l2J Clearing Limits 0:J Cover Measures ~ Perimeter Protection IJi;I' Traffic Area Stabilization !:st Sediment Retention RJ Surface Water Collection D Dewatering Control D Dust Control D Flow Control W Stabilize Exposed Surfaces )il Remove and Restore Temporary ESC Facilities l;a Clean and Remove All Silt and Debris, Ensure Operation of Permanent Facilities ~ Flag Limits of SAO and open space preservation areas 0 Other . Part ~:319_~. MW_AT]R ~ACILITY_:DESC._RI.P.TIONS (Note Include Facility)~umlm~ry~nd Sketch)_:~_: -. =~ _£!_ow Control T pe/Descripti~n Water Quality Type/Description ____ 1 ~ Detention Vf\ttLr/ 0.\',)) D Biofiltration D Infiltration 0 Regional Facility D Shared Facility 0 Flow Control BMPs 13 Wetpool D Media Filtration 0 Oil Control D Spill Control D Flow Control BMPs D Other ___ _ _ _________ o_o_t_h_e_r _____ __,__~~~-. ---_-_-_-:_J 2fl09 Snrfoce \Vuter De~i:gn M:.rnua! l:'lJ/20119 4 Kl'\IG COUNTY, WASHINGTON, SURFACE WATER LJESl<..iN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part15 EASEMENTSfTRACTS Part 16 STRUCTURAL ANALYSIS D Drainage Easement Q Cast in Place Vault CJ Covenant CJ Retaining Wall D Native Growth Protection Covenant CJ Rockery > 4' High Ila Tract D Structural on Steep Slope D Other CJ 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 this worksheet and the attached Technical Information Report. To the best of my knowledge the infoffllation provided here is accurate . ..---ef~~ ---Z-'f· Ulfo , s< ,_ Sianed/Date 2009 Surface Water Design Manual !/9/2009 5 Weston Heights North Technical Information Report FIGURE 2 VICINITY MAP X "' ro 0 E C > z " / " ~ 0 , 0 / 'E 0 z C 0 '" ID C ,: 0 -" ~ <D u- c I 0 " -o .. 0 A/ m-;:c Q C V 0 > E 0 O V, 0 ~ " " > O ID ~ u " u c_ V .,. a. "' " 116TH ST w '-_['~ --(/) w f-~---"-~--:';: ~-./ Ir~ N CB 0 1000' 1"=1000' Scale Feet ,;.-j 2 0 ,-1-----'"T""---------------.-----------------~----~ '° ;\' ~K,,J,;M ___ _ ---r0 Design 0 / EWJ -.• , ----. CMEng,neemg N ;) ;,D~,.~w-TI____ ~ Project Marmgement . ~ 2016-02-23 PO-ming ~ . 2 Date 1n~W.Mori'lelfiewDri~e.Suitel...O;Ev&rett,Wcsh1ngtcn98201 VICINITY a_ 349-007-15 Office ~25.'41!6.6533 F= ~25A8M593 www.sdoer,gi-,e,m.<:orr FIG1.0 ~ _.,:: Project No. MAP Figure No. ~~~-----~-----------------L-----------------L=----~ WESTON HEIGHTS NORTH 1"=1000' 1--------------------lScale SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY Weston Heights North Technical Information Report Conditions and Requirements Summary The project proposes more than 2,000 square feet of new impervious surface area, and is subject to the provisions for Full Drainage Review as outlined in the 2009 King County stormwater Design Manual (KCSWDM). Full Drainage Review requires the accommodation of 8 core requirements in addition to 5 special requirements -all of which are listed and discussed below. • Core Requirement #1 -Discharge at Natural Location The pre-developed drainage discharge locations will be maintained for post-developed conditions. Drainage improvements consist of implementing additional storm sewer infrastructure to utilize three separate facilities -the Weston Heights facility serving the eastern developments, the Weston Heights facility serving the western developments, and the Olympus Villa Pond 'A' serving the NE 71' Pl frontage and impervious areas of Lots 2 and 3. The eastern detention facility will discharge via level spreader into the existing wetland, maintaining the pre-developed surface water discharge location. The western detention facility will discharge via a new conveyance system into the existing roadside ditch along Nile Ave NE, maintaining the pre- developed surface water discharge location. The northern detention facility will discharge via improved conveyance system into the existing roadside ditch along Nile Ave NE, maintaining the pre-developed surface water discharge location. • Core Requirement #2 -Offsite Analysis A thorough off-site analysis is presented in Section 3 of this report. • Core Requirement #3 -Flow Control Flow control of surface runoff for this site is provided via three detention facilities -the Weston Heights facility serving the eastern developed area, the Weston Heights facility serving the western developed area, and the Olympus Villa Pond 'A' serving the northern developed areas. Design calculations for these facility are contained in Section 4 of this report. • Core Requirement #4 -Conveyance System Stormwater conveyance has been analyzed in Section 5 of this report. • Core Requirement #5 -Erosion & Sediment Control An erosion and sediment control analysis has been provided in Section 8 of this report. • Core Requirement #6 -Maintenance & Operations Maintenance and operations of the proposed storm drainage facilities is addressed in Section 10 of this report. • Core Requirement #7 -Financial Guarantees & Liabilities Financial guarantees and liabilities are addressed in Section 9 of this report. • Core Requirement #8 -Water Quality The two Weston Heights detention facilities. and Olympus Villa Pond 'A' each house permanent wetpools to allow for settling of solids that are suspended in the stormwater runoff. A discussion Weston Heights North Technical Information Report of the design methodology and calculations for this feature are provided in Section 4 of this document. SUMMARY OF SPECIAL REQUIREMENTS • Special Requirement #1 -Other Adopted Area-Specific Requirements There are no adopted basin plans or area-specific requirements affecting Parcel's 1123059002 and 947794TR-L. Therefore, the project is exempt from this requirement. • Special Requirement #2 -Flood Hazard Area Delineation The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No. 53033C0982, and is not located within a flood hazard area. Therefore, the project is exempt from this requirement. A portion of the FEMA map referenced above is included in Appendix 3-B of this report. • Special Requirement #3 -Flood Protection Facilities The project neither relies on an existing flood protection facility, nor proposes a new flood protection facility, and therefore, is exempt from this requirement. • Special Requirement #4 -Source Control This project does not require a commercial building or commercial site development permit, and therefore, is exempt from this requirement. • Special Requirement #5 -Oil Control This project does not have high-use site characteristics as defined in KCSWDM Section 1.3.5, and therefore, is exempt from this requirement. Weston Heights North Technical Information Report Weston Heights North Technical Information Report SECTION 3 OFFSITE ANALYSIS Task 1 -Study Area Definitions and Maps The project's study area includes the subject parcels, and a flow path extending approximately 1-mile downstream of the site. An off-site analysis map has been included in Appendix 3A. Task 2-Resource Review The following documents were reviewed, as prescribed by the 2009 King County Surface Water Design Manual: • Adopted Basin Plans There are no adopted basin plans which affect the subject property. Floodplain/Floodway Maps The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No. 53033C0982, and is not located within a flood hazard area. Therefore, the project is exempt from this requirement. A portion of the FEMA map referenced above is included in Appendix 3-8 of this report. • Sensitive Areas Folio Maps The King County Sensitive Areas Folio Maps are outdated, and were not consulted for this project. However, a search for other sensitive area documents was performed, and the site was not to contain or be near a coal mine hazard area, erosion hazard area, steep slope, or landslide hazard area. A wetland area occupies the southcentral portion of the site, but will remain undisturbed by the project. • Drainage Complaints No documented downstream drainage complaints were located. The preliminary technical information report (prepared by others) also found no relevant drainage complaints. • Road Drainage Problems No road drainage problems were located that would be impacted by the project. • USDA Soil Survey for King County The USDA Soil Survey for King County indicates that the site is underlain by Alderwood soils, which are generally characterized as a consolidated till, with moderate runoff rates and little capacity for infiltration. A portion of the USDA Soil Survey map is included in Appendix 38. • Wetlands Inventory Mapping A wetland exists near the middle of the project site. • Migrating River Studies No migrating river studies were located which affect the subject property. Weston Heights North Technical Information Report • DOE 303(d) List of Polluted Waters The DOE's Water Quality Assessment Map tool does not identify any 303(d)-listed waterways in the downstream flowpath within several miles of the site. The project is ultimately tributary to the Cedar River, which is a 303(d) listed waterway at its discharge point to Lake Washington, but this is a substantial distance from the site, and the flow contribution from the project site is expected to be insignificant compared to the full capacity of the river at that point. • King County Designated Water Quality Problems King County I-Map does not identify the project site as containing or being tributary to any designated water quality problems. Task 3 -Field Inspection A Level 1 Downstream Analysis was prepared in the preliminary design phase by Core Design, and the photos from that analysis have been provided in Appendix 3A. The project site and downstream flowpath were visited on the afternoon of June 10, 2015 to verify the findings of that downstream analysis. Conditions at the time of the visit were warm and sunny, with no significant precipitation having occurred within the previous few days. No surface runoff was observed at the project site during the site visit. The downstream flowpath for the west side of the project simply follows a road-side ditch which extends southerly along the east side of Nile Ave NE. The ditch is primarily grassed, but has been stabilized with quarry spalls in some locations, and contains a number of culvert crossings beneath various intersections and driveways. The east half of the proJect falls to the central wetland area, then flows west where it is intercepted by the public storm drainage system in Orcas Ave W. This storm system flows to NE 5th Street, jogs westerly, and then discharges to the road-side ditch in Nile Ave NE. Task 4 -Drainage System Description and Problem Description The west half of the project generally falls toward the west, discharging to the road-side ditch along the east side of Nile Ave NE. The east half of the project generally falls toward the west, and is collected in the wetland area in the center of the project. Water from this wetland enters an overflow device just north of Orcas Ave W, then is conveyed to the Nile Ave NE roadside ditch. There were no significant erosion or sediment issues identified in the downstream system for the %-mile analysis distance. Task 5 -Mitigation of Existing or Potential Problems No significant hydraulic problems were observed at the project site or downstream. With routine maintenance to keep debris clear of the ditch/culverts, the downstream system is expected to continue functioning. Weston Heights North Technical Information Report Weston Heights North Technical Information Report APPENDIX 3A DOWNSTREAM ANALYSIS MAP AND PHOTOS Level 1 Downstream Analysis Field Investigation A fi el d investigation was comp leted on May 21.2014. The temperat ur e wa s approx imately 60 degree s and s unn y. T he exist in g s it e has two re s idences w ith gravel d ri veways and a detached garage. T he western quarter o r the s ite is covered in lawn (s urroundin g th e res id ences and garage) and th e remaining s it e is fore sted vvi th a wetland in the ce nt er orthe s ite. The we tl and drain s sou th and overllows into a 12-inch storm drain in t he Edenwood Pla t w hi c h continues sou th to NC 6th St reet. From NE 6 th Street. the 12-inch sto rm drain fl ows west where it ha s a con tl uence wi t h the drainage syste m o n the east si de or Ni le J\ ve n ue NE. O ve rl a nd flow from the west portion of the s it e drains we st to N ile Avenue NC and drain s so uth in series o f g ra ss or rock lined ditches and cu lverts on the eas t s ide of the st reet. The oren chan ne ls range from a depth of I foot ,ind a width of 4 feet with rock lin ing on t he north e ncl of t he s it e (Pict ur e I ) to a vege ta ted chann e l wit h a depth of2 feel ,ind widt h of J feet jus t be lo w the project 's so uth property line. The ditch and cul ve rt sec tion cont inu es s out h on the cas t s id e of Ni le Avenue J\E until approxi mate ly 300 feet north of NC 4th Pl. whe re it drain s in to an 18 -inch s torm drain and flow s so uth. Thi s is the qua rt er mile point downstream of the s i le. The City of Ren ton provide s current s torm water information o nlin e. us ing a GIS ba s ed syste m ca lled COR Map s . COR Maps provides in fornrntion o n the type of pipes. manholes and catch bas in s in the city. Fo ll owi ng the pipe tlmv direction fr om COR Maps . the 18-i nc h d iamete r concret e pip e crosses over to the ,ve st s ide of ile Avenue just before it intersec ts wi t h NE 4 th s treet. The pipe then heads ,vest down NE 4th st reet and cross es to the s o uth si de jus t befo re Je ri cho J\ venue. The storm wate r pipe parallel s Jer ich o J\ ven ue runn ing through private prop erty un t i l J\E 2"d street. Pict ur e IO s ho ws the manhole as the pipe cross e s from the cas t s ide of Jericho Avenue and heads s outh down the cente r lin e of the road . Flmv cont inu es so uth un ti l NF l 't street. w he re the 36-inch pipe head s west and di scharge s into Maplewood Creek . Core Design , Inc . WESTON HEIGHTS Page 6 1 -Looking south in drainage ditch along the east side of Nik A venue next to the site 3 -Looking so uth on the cast side of Nile A venue .i ust downstream of s ite 2 -Looking south along the cast side of Nile Avenue into first culvert 4 -Looking south along the east side of Nile Avenue just b e fore NE 61h Street Core Design, Inc. WESTON HEIGHTS Page 7 5 -Looking at a concrete pipe junction with water flowing left to right (south) down Nile Avenue 7 -Looking south on the cast side of Nile Avenue hefore NE 4,1o Street 6 -Looking south on the east side of Nile Avenue at the last drainage ditch before pipe llow 8 -Looking South at the intersection of ..J'h and Nile Avenue where pipe llow crosses Nile Avenue from left to right (east to west) Core Design , Inc. WESTON HEIGHTS Page 8 9 -F:xisting man hole looking west on NE 4 1" street 11 -Storm water outlet into Maplewood stream next to .Jericho Street 10 -Existing Man hole looking South down .Jericho Avenue 12 -Looking at the downstream flow from Maplewood just after outlet Looking south on Core Design , Inc. WESTON HEIGHTS Page 9 APPENDIX 38 RESOURCE REVIEW DOCUMENTS Weston Heights North Technical Information Report 121S r r f-10 z 18 (!) z '2 126'H ~ 0 s ~ ~ ~ srnt:E: S 111[ET a: 0 u CITY 128,-H OF RENTON 530088 s-:-11r:L T SOL.THE,\S r SOU "H.'.AS TY::, S0'.J 'r'i:.P.ST 121r;; -ZONE X • 1 ... r t..PPROXll'v1/\TE SCA E IN FEET 500 0 500 E----3 E~ E----3::::: [Project Location NATIONAL FLOOD INSURANCE PROGRAM FIRM l FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 982 Of 1725 ISE.E \M,P ,NDO roR >-'A'.;flS N()I f-'11.r·JTfl N.\!_\'~C~_ '·~'J[L_ SI.£; X ooe, '•'•'-~' ,.os; MAP NUMBER 53033C0982 F MAP REVISED: MAY 16, 1995 Federal Emergency M.anagemitnt Agency) / Th,s 1s an affic1al copy of a portion of the above referenced flood map It was extracted using F-MIT On-Line. Thi,:; map does not reftect changes or amcndmcnts which may haVE' been m,a,de subsequent to '.he date on the title block For the latest product ,nformation about National Flood Insurance Program flood maps check the FEMA Flood Map Store at WWW msc icma gov 564330 ~ ll "T'~'4S"M ; "' I ; g ~ "' 8 ~ ~ ~- 0: 0 " 4 7¢:>q1r'N ~ Cf) 564330 ;, ':; '° ; A Soil Map-King County Area . Washington (West o n North) 564400 564470 564540 564610 S6 4600 564400 564470 564540 5646!0 564680 Map SGJle: 1:3,CXXJ ~ pnnted 00 A landscape (11' X 8.5") sheet. ----====-------=======Meters 0 40 00 160 240 --~-,--------~-----------=====Feet 0 100 200 400 ro:l Map projecboo: Web Mei~.ator Comer andinates: WGS&1 Edge tics: l fTM lo<'<' I ON WC,58,1 USDA Natural Resources Web So il S urvey National C ooperative Soil Survey ~siiiii Conservation Service 564/SJ 564820 = "64750 564820 5648 90 564960 564 %0 ),: -~ "' ; Cf) i 0 § 0: 8 ~ ~ ~ 21412016 Page 1 of 3 '17° 29'45 'N 41" 29 31" N Soil Map-King County Area, Washington (Weston North) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils -• Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features 121 181 )( X 0 A. .41, * @ Cl .,,,., + § ¢ j:i fi! USDA Natural Resources ~--Conservation Service Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sod1c Spot a 0 00 '" .. Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation +-+-+ Rails ..... Interstate Highways .... US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperatlve Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000 Warning: Soil Map may not be valid at this scale Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line I placement. The maps do not show the small areas of contrasting I 1 soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System· Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area. such as the Albers equal-area come projection. should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below Soil Survey Area: Survey Area Data: King County Area. Washington Version 11, Sep 14, 2015 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Jul 8. 2014-Jul 15, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 2/4/2016 Page 2 of 3 Soil Map----King County Area, Washington Map Unit Legend Map Unit Symbol I AgC Totals for Area of Interest USDA Natural Resources ""1iiiiiii Conservation Service King County Area, Washington {WA633) Map Unit Name Alderwood gravelly sandy loam. 8 to 15 percent slopes T Acres in ADI Web Soil Survey National Cooperative Soil Survey I Percent of ADI 3.6 3.6 Weston North 100.0% 100.0% 2/4/2016 Page 3 of3 SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Weston Heights North Technical Information Report Part A -Existing Site Hydrology The project site runoff is contributory to the Weston Heights basins and the Olympus Villa Pond 'A' basin. This project utilizes the detention facilities constructed for those developments. The western portion of the project is intercepted by Nile Ave NE. The eastern portion discharges to the central wetland area. The central wetland area will be left undisturbed. The majority of land cover in the Weston North project limits has been developed. The western region currently houses a single family residence, a detached Quonset hut, shed and garage. The surrounding area features typical residential landscaping. The eastern region has been previously cleared of the historic forested vegetation and is currently all grassed area with no tree canopy. The wetland and area to the east of the wetland, outwards to the projects eastern border, remain forested. The topography of the combined subject parcel slopes moderately from east to west, with the south central section sloping inwards towards the wetland. For purposes of the stormwater model, both basins are considered to be forested in the historic condition, as prescribed by the 2009 King County Surface Water Design Manual (KCSWDM). Part B -Developed Site Hydrology The project proposes 6 single family lots (1 lot to remain with 5 new lots proposed) with the associated roadways and utilities. The 1 lot to remain will be undisturbed, but an interceptor ditch/swale will be installed to collect surface runoff to distribute into the central wetland, thereby satisfying the hydroperiod. The remaining 5 proposed lots (excluding the impervious areas for Lot 2 and Lot 3) will be collected and mitigated by the east pond. The landscape/yard area in Lot 2 will be a bypass basin and will be mitigated for by the west vault. The frontage improvements along Nile Ave NE will also be mitigated by the west vault. The frontage improvements along NE 7th Pl will be mitigated by the Olympus Villa Pond 'A', to the north. All three mitigation facilities downstream flow paths reconnect within Y. mile of surface discharge. Part C -Performance Standards The project is subject to the "Conservation Flow Control" criteria outlined in Chapter 1 (Core Requirement #3) of the 2009 King County Surface Water Design Manual (KCSWDM). This requires that the developed discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. The project is subject to the "Basic Treatment" criteria outlined in Chapter 1 (Core Requirement #8). The goal of this requirement is 80% removal of total suspended solids for a typical rainfall year. Part D -Flow Control System The Weston Heights flow control facilities and the Olympus Villa Pond 'A' are utilized for this projects separate basins (separate basins in one similar threshold discharge area). Flow control will be achieved via an underground detention vault in the west basin, an open detention pond in the east basin, and an open detention pond in the Olympus Villa development -Pond 'A', to the north. An equivalent area trade has been utilized for a section of proposed target surface in Weston Heights that may not be feasibly routed to the west underground detention vault. The equivalent area is the eastern side of crowned Nile Ave NE roadway contributing offsite flow. This runoff will be collected in an underground conveyance system and routed to the west underground detention vault. In addition to the equivalent area, the west underground detention vault provides flow control for Weston Heights Lots 1-9. Weston North Lot 2 landscaping/yard area is not feasibly routed to the east pond, and there is not capacity in Olympus Villa Pond 'A'. Therefore, this area is considered bypass and is mitigated by oversizing the west underground detention vault. The Olympus Villa LUA and as-built plans have been included in this report as Weston Heights North Technical Information Report Appendices 68, and 6C, respectively. The Olympus Villa Pond 'A' was constructed larger than designed, thereby allowing this project's utilization. The required detention volume of the original design was 36,042-CF. The constructed detention volume, as reported in the as-built plans, is 38,648-CF. This project directs the frontage improvement area (sidewalk/roadway/planter area) along NE 7'" Pl, as well as the impervious areas of Lot 2 and Lot 3, to Olympus Villa Pond 'A'. The ultimate discharge of Pond 'A' is the same point as the discharge for the west underground detention vault. Lots 4, 5, and 6, as well as Weston Heights Lots 10, 11, and 12 will be collected via underground conveyance and directed to the east pond. Lot 3 landscape/yard area will also be collected and directed to the east pond. All facilities have been designed using King County Runoff Time Series (KCRTS) stormwater runoff modeling software. Refer to Appendix 4A for "Flow Control Design Calculations". Part E -Water Quality System Basic treatment for all basins on this project will be provided via wetpool storage. The Weston Heights project proposed a combined detention/treatment vault in the west basin. This vault will contain a permanent wetpool in the bottom of the vault, and room for detention storage in the upper portion of the vault. The Weston Heights project also proposed a combined detention/treatment pond in the east basin. This facility will contain a permanent wetpool in the bottom of the pond, and room for detention storage in the top portion of the pond. Olympus Villa Pond 'A' was constructed larger than designed. The required water quality volume of the original design was 9,881-CF. The constructed water quality volume, as reported in the as-built plans, is 15,479-CF. Refer to Appendix 48 for "Water Quality Design Calculations". Part F -Wetland Hydrology A wetland is located in the southcentral region of the project. This wetland and its surrounding 56.26-ft buffer will remain undisturbed. This wetland area divides the Weston Heights development, immediately south of Weston North, into two separate drainage basins. The separate drainage basins, named West Basin and East Basin, are contained within one single threshold discharge area. The predeveloped conditions would have runoff from the eastern most extents of the Weston North project, in addition to the buffer area to the north and west, contributing flow to this wetland. The Weston Heights areas that contribute flow to the wetland include the entire East basin and a portion of the West basin. As a result of these two separate projects, Weston North and Weston Heights, predeveloped runoff will be directed away from the wetland in order to satisfy flow control requirements. In order to satisfy the existing wetland hydroperiod the runoff from the undisturbed Weston North Lot 1, will be redirected into the wetland via an interceptor dike. Refer to Appendix 4C for "Wetland Hydroperiod Calculations". Weston Heights North Technical Information Report APPEND1X4A FLOW CONTROL DESIGN CALCULATIONS Weston Heights North Technical Information Report C 0 Cl) ... Q) -c, C 0 ·~ >, CD -c, Q) > 0 (/) ..., Cl) ~I a_ (!) r<) ,.;-; (!) ~ 0 N ·1:,:' ·;,;y;·~: EQUIVALENT AR (0.08 AC NOT COLLECTED)'' " ;•;:;>• .J~Lt N EXISTING UNDISTURBED PAVEMENT (TO WEST VAULT) h '-~~:;"''" . ,'C,v,1,'. NORTH BASIN (TO OL YMPU:S' VILLA POND 'A') . WN LOT 2&3 IMPERVIOUS iTO ' OLYMPUS VILLA ' POND 'A' i , .. · ----!--·---~L----·----.-·----·-·--···-~-·--t·--....... -\ y l NE 7TH'--;P~L'.,,_-.··_-::-~-~+i7.~Jr.-.-··· ' ;t;. io · .-e "1.i, ·""~==·...-::. -.,._ .... ·::w '"~1 ' .. ~ ., . ' .... ~. ' :~:;;:. . " " . ';rt ,,,·-•• l° I -' ~_::»,,-·"'-- -~"-·"" -'-'~-'.. I ;\ lr·:r . ! f I ' UN_Ql~!.URaJ;Q :~,.__::__-,<:.:J'j•· !jlj r. ,:_·;;-~_;:;:·:""=AREA -= ·r ·,, .. i,.c-:)·-<· ·· .... Ll ~·----..-:C~-~=~----"--_::.:..-:=:t,~L-~ ·,.f.,_"1·,, ~lk'.----·/' :. ,/ . -~; ----. ', : . ' ' var· <ti1 ··1 ":P ' ·e11. \ \ ! ' < .~.--. $-,;, ('f,<',: ·:a~ -1;•.;;_, BYPASS ;, .. Yf.l ~ IC:>< $C r' -. & ~C,!' &l<.;.,/ -<">,'N ~' ' ~-·/,_---,-..; . "\ .... w.·, L : f ~1i -:_-;-"'<,=:-··,--' .. ;:;-(~--~: ,~:::;;:.:;;;:;~~;-~ii:~:~;)_; ----~ e.:-------',.)';.'/:'.):;• ;, illf _-"~ _,_ ,__ ___ .,...;;:::_,--~ "'' ff',, --~ ~" ~~ ,;;~:.r ~ ~"" ' ----' ' .. . .. ! ~-~---·------ • ~«e;•---:"-~--:-/. <, .; ;> '<"' ,ft_:·------,-~.,4· ., ---' YI \' -· -,.,;l,,i~: ; '' , y v ,,_ ,.: \ v'· .. OS• ~•:_;:·;z.v,;,,,u ~'" , ._,.!i· ·i .. . -.,,, '}r lf Oh. U-X_ 'vt· '"·Y 1·--z, -· ~--._ --;: . c!l,';"-l'<;(OC::14._ --·· ---- • :,::· ;/...;!"rpc_ APO '"''":: . "' ··-···------------------------~i ~--=-I ---' ~-·' . " ., ~ • t\· sue:<,.";; "~ ' ·-··--: . ~N~1 ~:C LJRBEO _ '!Co+,"' • •• ,. · ·W.f:TLAND _,,,_,,_,.~,_ __ ., -WEST- <,BASIN -) ~TO VAt!_t;;J) / -~ ,;; ~ ·AREA _ " ; -;,, ';_/ -- f . I ... EAST T BASIN 1 \ 0,:;,_;.,u.,,, " l I .iTo POND) __ /-'"' _,,.,,,., "'<--.-~ ' . .., -"'~- I -·------- / ·:_i···./ N . -----·.. -.. ·-· ''"""' ..... .:} __ _ 1 . 1',H •;1(:' :·J?·-;;_:, ,-, --···- -·-'1$' * ;,P I _, ....-· ,-, I' " ,,,. ,,. -·· ·-·- I J' .. ·,=·''" .. JDA Design EWJ .;4 :·;~, . ..;2G c; w i Z -·----- ' ii ' < 1:::· f1 ., ~, " ------·-·-------- 0 100 11 ii. .. Bi' Civl Engineering · . ~· 0 Proje:1 Management · · Planrnng r<) Nl1"==100' .c, Q) LL ~ Drawn 2/23/16 Date 349-007-15 Project No . 1724 W. Merine View Drive . Suite 1-40; Everett, Washington 98201 Office: 425...486.6533 Fax: 425.-486 .6593 www .sdaenglneers.com Scale Feet R:\Projects \349 (prospect development)\007-15 (Weston North)\Dwg \figures \ TIR Figures \Bas i n Map -North Exist i ng .dwg 11 x 17 EXISTING WEST BASIN WEST BASI N AREA = (MODELED AS FOREST) UNDISTURBED PAVEMENT AREA (MODELED AS IMPERVIOUS) TOTAL BASI N AREA = EXISTING BYPASS BASIN 1.86 AC 0 .01 AC 1 .87 AC BYPASS BA SIN AREA = 0 .10 AC (LANDSCAPE /YARD AREA WN LOT 2; MODELED AS FOREST) TOTAL BASIN AREA = 0 .10 AC EXISTING EAST BASIN EAST BASIN AREA = 1 .88 AC (MODELED AS FOREST ; DOES NOT INCLUDE WN LOT 3 IMPERVIOUS) TOTAL BASI ~~ AREA = 1 .88 AC EXISTING NORTH BASIN (TO OV POND 'A') NORTH BASIN AREA = 0 .40 AC (MODELED AS FOREST; INCLUDES NE 7TH PL FRONTAGE AND WN LOT 2 -3 IMPERVIOUS AREA) TOTAL BASI N AREA = 0 .40 AC OLYMPUS VILLA POND "A"• OLYMPUS VI LLA BASIN AREA = (OFFSITE; MODELED AS FOREST) OLYMPUS VI LLA UNDISTURBED WETLAND AREA (OFFSITE; MODELED AS IMPERVIOUS) TOTAL BASI N AREA = ABBREVIATIONS : WH = WSTON HEIGHTS WN = WESTON NORTH OV = OLYMPU S VILLA GENERAL NOTE S: 1 . LOT IMPE RVIOUS AREA IS ASSUMED TO BE 3 ,100 SF INCLUDING ROOF AND DRIVEWAY . 2.78 AC 0.10 AC 2.88 AC * REFER TO THE "OLYMPUS VILLA LUA 10-090" IN THE WESTON HEIGHTS TI R. WESTON HEIGHTS NORTH PR E DEVELOPED BASINS Sheet: -------- C 0 (f) I-. (I) 'O C ----·-. ····---------~--- EXIS'flNG UNDISTURBED PAVEMENT (TO WEST VAULT) ' --·--=----, ---· =-I NORTH BASIN ' F'.~ /; • --------------l,---"T--------'-__ __ __ WN LOT 2&3 IMPERVIOUS ~----'--... ~-4/ -. . .. . (TO OLYMPUS VILLA POND o:,7A-,1} I : ~ i ¥; I 1 : ; 1 ---~=~4} .",/ j~ : i W -. Lb ~ IQ "YC '.)'\'l;-',c; fl~~ l!i z Ii i ,,. I I EQtJIVALENT ARE;,A,~ (0 .08 AC COLLECT~ .:11~ 1·~1 I _,_:.-p.,+ . JI ' I ,, ,l _i 11 11 i I )< 'j / I ii I t I --I ; l 1 • EQUIVAl/.ENT ... A. REJt._,.,'f __ '/ i/··t .;' (0.08 AC NOT Vt I COLLECTED5' : ,1 ii , l ! I jl j I ___ J_ ------~----)~011 ~ 1 'J< 'C:,(l('" ',I 't_--:---~,,;~~ ~ .<;;; ~"~---NE TTHPL ·;-:::::=-~ -~ -_TQ _()_l.~£'.~~-Vl ~~!OND i 'A' --··---·· "·--:=: -:::h \,. __ .-;.., }--="'-• :"'C-~ =--~-~-:~~~y --·~ --.;., ~ - I ---- . 'I · -----~~e_l~!IP3!3_E,:~:~-:::--~ GJ ~·"'' .I \ j ,;:.£: -, ------ ~{' L ------;;;, '!l ri ~ -= / _ .-:::~~REA::: _:._ ~"' .. _ · . ~ , 0 ,-0) , ;.J-,. ---¥\-"'--' -"' 's' "' l , ' -... ------h , v '21 ~ 1-, r , -, . ,/ 1,t-p c -,.; I ! . ~ '"rt}" . --~~-8 __ .::~.=;,;.::.::"~'----~-_ B_YPASS ~i ---._; ----·~-=-------.. pl : .,l"f ,_ __,._ '" / / ., , , I -, w ~ ~-'-· .. ,. <. ! ,K;:,,> -• --r----.-... - ,,;-e,. '"'"'' ;>'<': >F ~ <2,___ -' ·,,,. ---·---... ; ,,, , ~-----. -~-,,-;~::-~---~,·".:~;:-J:--~~; -"•*..,.·""'--,---·---":---------:. ~------·-_, ~ ,L'.:'.':c ---=-"""- ., \.· ;>r "= .rn.;:;.: ,t._., Z-ir t.J''_._;,":"~"'fa-" .,,.;ii>-----,,-"-··1 .. ,, .. ~...,.__--__, ·1 ::: '"·6 ,. -.. ' < "'' \;; --· \\ r""'"""" ~·~·-r \ /, ' . ",... .. • i \,.,a/ \ I!' =: ,;::,:,,<'S: .. ,.,,.. '..l.:t ".;))<; © v"tth . '! JL J '"o . • u,,:·,c•·.s.i<.~;:;,,,;,-~--1 ---"7 ---· ... -... *.._ ·-\.,~ , I , . , I ~· . ... ...,, ~-~-" -· * -~--· i,,)' \@ I! I ' I ~c -, ,!-· - ._ ' ' )i ® I L © I ' . @ . ~ .c-Ci( :>:/;,1t. ~--' /' _.t.lNDJSTURBED ' _ -· --.. _ W-ETLAN D :-:~ , . ~ "" V ,a,· ~ -,, AREA-· -· \ ,, "" " ., \.., .. ... '<' "' ·, '\, .. '------ 0 ·-. -~-,,~~ • '_.... ---·"''"""'" I , , I \\ , I ' ! , I ll '. \ ), .; --GJ) 11 ,I 'i -e EAST BA_ , /JTB P9,t'JD) i + ~,; ':.:, i-:·----s ! .;,,;;; JD /~ @ // I f: :;,t :JJ.;,l/'iiJ l I I ( (o .• 'L4(,;:\: I ,/ I .. % --··"-··-··--·- ~-\ /~ ---f: :_ -"\,:.:.~--\\ / I ~ . -:,,:·-. I ~--.'s:<-\ / l _____ J_ ___ -===~-'"', ·-.. -. ' --·-... ~--.. _____ // 0 ·~ >.. OJ 'O (I) > i )r / __ _j__-I '{ , .:/v \ ' 0 .. ' -, -->----<, __ '\.---" ,,,-.. (/) +-' (f) ~I N ABBREVIATIONS: /--,-,_ . //~ I _____ \,~ l CL CX) I") r0 lO ~ 0 N I") Nl1"~00' __Q (I) LL 0 100 ~ Scale Feet WH = WSTON HEIGHTS WN = WESTON NORTH OV = OLYMPUS VILLA GENERAL NOTES: / " 1 . LOT IMPERVIOUS AREA IS ASSUMED TO BE 3,100 SF INCLUDING ROOF AND DRIVEWAY. I l I I . I -- ! JOA Design EWJ Drawn 2/23/16 Date 349-007-14 Project No. Ii II.· . (I' Civi Engineering w • ; · . . ... '.:, Proje:' Management Pkmrnng 1724 W. Maine View Drive. Suite J.40; Everett. Washington 98201 Office: 425..486.6533 Fax: .425.-486.6593 www.sdoetigneers.com R:\Projects\349 (prospect development)\007-15 (Weston North)\Dwg\figures\ TIR Figures\Basin Map -North Developed.dwg 11 x 17 DEVELOPED WEST BASIN EXIST UNDISTURBED PAVEMENT AREA= 0.01 AC EQUIVALENT PAVEMENT AREA = 0 .08 AC PROPOSED PAVEMENT AREA = 0.47 AC IMPERVIOUS LOT AREA = 0.64 AC (WN LOTS 1-9, ASSUME 3,100 SF /LOT) TOTAL IMPERVIOUS AREA = LANDSCAPE/LAWN AREA TOTAL BASIN AREA = DEVELOPED BYPASS BASIN 1.20 AC 0.67 AC 1.87 AC LANDSCAPE/LAWN AREA = 0.10 AC (DOES NOT INCLUDE WN LOT 2 IMPERVIOUS AREA) TOTAL BASIN AREA = 0.10 AC DEVELOPED EAST BASIN PROPOSED PAVEMENT AREA= IMPERVIOUS LOT AREA = 0.23 AC 0.43 AC ASSUME 3,100 SF /LOT) (WH LOTS 10-12; WN LOTS 4-6, IMPERVIOUS POND AREA (MAX WATER SURF AREA) TOTAL IMPERVIOUS AREA 0.15 AC 0 .81 AC LANDSCAPE/LAWN AREA = 1.07 AC (DOES NOT INCLUDE WN LOT 3 IMPERVIOUS AREA) TOTAL BASIN AREA = 1 .88 AC DEVELOPED NORTH BASIN (TO av POND 'A') IMPERVIOUS FRONTAGE AREA = 0.17 AC (SIDEWALKS/ROADWAY ALONG NE 7TH PL) IMPERVIOUS LOT AREA = 0.14 AC (WN LOTS 2-3, ASSUME 3,100 SF /LOT) TOTAL IMPERVIOUS AREA = 0.31 AC LANDSCAPE/LAWN AREA = 0.09 AC (FRONTAGE PLANTER AREA ALONG NE 7TH PL) TOTAL BASIN AREA = 0.40 AC OLYMPUS VILLA POND "A"• OLYMPUS VILLA BASIN AREA = (OFFSITE; MODELED AS IMPERVIOUS) OLYMPUS Vll_LA BASIN AREA = (OFFSITE; MODELED AS TILL GRASS) TOTAL BASIN AREA = 1. 77 AC 1.35 AC 3.12 AC * REFER TO THE "OLYMPUS VILLA LUA 10-090" IN THE WESTON HEIGHTS TIR. WESTON HEIGHTS NORTH DEVELOPED BASINS Sheet: KCSWDM -SCALE FACTOR ncnu: 6.4.L\ PRIC1PITATIO:'.'i FOR ME..\.'i . .\."\";\TAI.STOR\11..'i [.'i(H[S (T[[n ST 1.1 0.54" (0 045') 0.47" (0.039') 0.47" (0 039') NOTE: ArN:: NOi OI.,. .........,_, "'°'*"'IOI Onoucl u:. 0 OS l'ICftlG ~ rain.Ill o,r.a C 0ivaill.at>ae '°' 1ne IOallion ot ~ Weston Heights North Technical Information Report lA10 LA1.2 lA. 0.9 .• -: ......... . ' Predeveloped West Basin -f) Land U:s.e Summary l=i -- Area j Till Forest 1.86 acres Till Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.01 acres Total 1.87 acres Scale Factor : 0.80 Hourly Reduced Time Series: !west-Pre.ts! 1»1 Compute Time Series I Modify User Input I -- File for computed Time Series [.TSF] i Flew Frequency Analysis ~ire Ser~es File:west-pre.l.s[ PrcJ ect ~,ocat ion: :::,dndsDuL q ---Annual Peak Flow Rates--- ?lm,,• Rate Rard: ?irrce oi Peak ,: CFS) 0.139 0.024 0.089 Cl.016 0. 08 l 0. 0 6 6 0. 11 3 0.167 1..:0:ri.pu~ed Peaks 2 ' 8 5 6 :J 1 2/09/Cl 1/05/82 L/~8/l":3 3/03/C4 l/OS/C5 l/18/C6 11/~.;/c6 1/09/CB Weston Heights North Technical Information Report 13: 0 Cl l 6: U D 16: 0 0 2: 00 1J:00 )l: 00 5:00 7 : (J() -----1:'l::iw Frequency Ana::_ysis------- --Peaks Rarik Re:.ur::-i Frub \C?S) Pericci 0. 167 1 lOJ.00 0.990 0.139 2 25.00 rJ. 9f,U 0. 113 3 1 :J . 0 (J 0. 9C 0 0. 089 4 5.00 0.800 (). 081 5 3.00 0.667 0. 0 6 6 E 2.00 o.suu 0.024 1. :rn CJ.231 0.016 8 1. 10 o_::;91 0.157 :JC. OD 0.9P.(J Predeveloped Bypass Basin t) Land Use Summaiy I Area ! ' Till Forest 0.10 acres Till Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.00 acres Total 0.10 acres Scale Factor: 0.80 Hourly Reduced Time Series: !Bypass-Pre.Isl Compute Time Series Modify User Input ... . -...... File for computed Time Series [.TSF] ~'10'..,' E"'rcquency A:1aly.s_'._::: Time Ser~es ~·~ie:bypass-~re.:s~ Project ~ocat~on:Landsburg l=I J!!!Q!I 2l I I i ! 1»1 I I ---Ann·c1al Peu.k F::_ow ?a:es--------Flow Frequency Analysis------- Flew Rate Ran:,: Time of (CFS) O.JC7 2 2/()Y/Dl 0.0::1 l/C5/02 o. u:Js 4 2/28/03 o .o:n 8 3/J3/04 C. 00 4 c 1 /05/0.'=: 0.004 6 1/::_8/0(J :; . 006 3 11/24/06 J.009 1 1/09/08 Compi..;.ted i'caks Weston Heights North Technical Information Report PC<l i<: --Peaks Rank Retcrn Prcb ,:crs:, Feriod 11: JO o. :::cg 1 100.CO :J. 990 17 c JO O.OC7 2 25.CC 0.960 16:0C 0. JC 6 3 10.CJC U. 900 1 c O C O.OJS 4 s.oc Cl. 800 10:0C O.OJ4 5 3.0C CJ. 667 :'l 'o:: 0.034 6 2.0J 0.500 5:00 :: . oo _ 1. 30 0. ?31 I: 00 J. 00: 8 1.10 O.C91 O.OU8 ~.c,. 00 0.980 Combined Predeveloped Time-Series & Peaks West Basin, Bypass Basin, East Basin f) Sum Time Series Computed Series: Combined-Pre -------- Source Time Series filename Factor )) 1. :======= )) 1. :======= = » ? Lag 0. 0. 1»1 1 -:========;:========; 1»1;::::1.======:=======::J== L l»IL1_· -----~~---·- Combine the Time Series -·--·.=J· Flew ?re ~ency Analys~s ~l~e Ser es File:cowb:ned-pre.tsf ?reject ocat1on:Ldr1dsb1..:.rg ---An:11..:.2.l Peak flew Rates--- Flvw Ra-:e ?,ank Time of (CFS) J.146 2 2/09/01 2.024 ' 1/JS/O? :::: . 0 9 3 4 2/28/03 C.0:7 8 3/-:)3/04 C . 08 6 5 l/JS/01; C.CJ72 6 1/18/0t; C. L9 3 11/;'·1/0C 0, 17 5 l/C:9/08 ::onputed P<2a.<s Weston Heights North Technical Information Report Peak 15: 0 C 16, 0 C 16,00 2:00 10,00 21,00 :i: 00 7: :JO -----Flow ?requenc:y A:1alys~s------- --Peaks ?.ank RcL1rn Prob (CF3) 0. 175 0. l ,', 6 0. ::_::_ g 0.093 0.036 0. ·J7 C 0. ,J 2 4 0 . :~ 1 ·1 0. 16 6 2 3 4 5 6 7 8 Period ::_ C 0. 0 C 0.990 25.00 0.960 10. Jc, -:J _ goo 5. '.JU :J.800 3 . ~: 0 2.667 2. :o C.SOJ 1. 30 C.231 1.10 0 . 0 91 .SD -OIJ 0. 9 8 C Developed West Basin f) Land Use Summary l=i ~ ,. Area il I Till Forest 0.00 acres Ti II Pasture 0.00 acres Till Grass 0.67 acres Outwash Forest 0.00 acres 0 utwa sh Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 1.20 acres Total 1.87 acres Scale Factor : 0.80 Hourly Reduced Time Series: jwest-Dev.tsf "--.--1»1 Compute Time Series I Modify User Input I . File for computed Time Series [.TSF] f::._ow freq'.1ency Analysis T~me Series File:west-dev.tsf Project Lo cat i.c1: Landsburg ---Anr.ual Peak ~'low Rates--- F~ow Fate Rank Time o:' ('.=:FS; 0. Jgg 6 2/09/01 0. :2 3 9 B 12/03/01 0.487 4 9/'C//Jl 0. ,; 63 3 8/2C/04 0.382 10/28/04 0.397 5 10/22/05 0.47C 11/21/00 0.70C 1 1/09/08 ::.::onputed Peaks Weston Heights North Technical Information Report Peak 2:00 17:00 1 '.J : U Cl 1:0C 18:00 17:00 9: UC 7: 0 C -----Flm,.1 F:-equency F.noly-s--'-s------- --PenKs ?.ank ReLnn Pr::ib (CFS) Period 0.70C 1 l00.00 C.990 0.47C 25.0C 0.960 O.i,63 3 10.0C 0.900 0. t;:) 7 4 5.0C 0.800 0, 3 97 5 3. JC 0 -\Jf1"/ 0. 3 8 9 6 2. CJC ,J. 500 0, 3 82 7 1. 3 C o. :n: 0. )j(j 8 l. ~o C.091 0. 673 50.0C 0.980 Developed Bypass Basin @ Land Use Summary Area Till Forest 0.00 acres Ti II Pasture 0.00 acres Till Grass 0.10 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.00 acres Total Scale Factor : 0.80 Hourly 0.10 acres Reduced Time Series: 1Bypass-Dev.tsf Compute Time Series Modify User Input ---- File for computed Time Series [.TSF] Flow F.!'.'equc::-icy Ana]ysis Tl0e Series File:byµass-dev.tsf Project Lcca~ior1:L<lndsburg = 1»1 I ---Annual ~eak F1 OW RctL2s--------Flow Freqaency A~alysls------- Flov,; Rate Ran·-: Time of (CFS) l) _ 013 3 2/09/::i O.C04 8 ·1:~/03/Cl 0. C,1)7 5 2/28/03 u. (J(J(J 4 8/26/[111 ,:J. OlJ7 6 1/05/()j :J. 006 7 10/L.2/0S J.015 2 11/21/06 :·:. 028 l 1/0:.l/\JB 2onputed ?eaks Weston Heights North Technical Information Report Peak --Pea.ks -Ra.nk Ret:ur:1 ?rob (C?S) Period 2: 00 J. U28 10:.1. 00 0.990 .:. 7: 00 J.015 } 25.00 0. 96() :i6: OU C.013 3 l0.00 0.900 1: DJ 0.009 s s.ou 0.800 10:0C 0.007 5 :i. 0 J 0.667 17:0C 0.007 6 2.0J 0.500 9:UO O.OJ6 7 1. 3J U. 2 3 l 7:00 O.OJ4 8 1. ~ (I C.091 O.J23 50. :JO J. 98(J West Vault Design Retentic)r1/Detention Facility Type of Fac~lity: Fa::.ility Lenglh: faci 11-r_y V,.'idth: ?ac.:..lity Area: Ef~ective Storage Depth: Stage O Elevatio:1: Stcrage Volume: Riser Head: Ri;:;er =:t::..ameter: t·L1ml::;cr of orifices: Detention Vault 62.0U ft 48.UO fl 2 97 E. sq. 7.51 ft 505.79 ft ::'23S::;. cu. "I. Sl ft ft ft 12 . 00 inches 3 ?u 1 • Head ?ipe Orifice ' He_gLt Uiameter Discha=gc v::..aTeter ( f':.'. (::..~) IC?S) (i~) 0.00 8.78 0.84.S 2 4.10 1.00 0.0.SO 4.C 3 6.40 1.00 :L029 LO Top No::.ch Weir: None Outflow Rat::..~g Curve: Ncne St.age Ele\ra-::icn S Lo.::a.gc Di scf'.i:ir:ge Per::clation (fl) (ft) ( c:u. ft) (ac-ft J (cfs) (cfs) 0.80 SCJS. 79 0. 0. 0 C 0 0.000 0.08 O.CI 505.80 J() -0.001 o. oo: 0. 0 C 0.02 S05.Sl (;J . O.JOl O.OCH 0.00 0.03 50~1.82 89. 0. CO/ ::; . 00 3 0.00 0.04 50 .S. H 3 L.9. O.C03 C.003 O.JO 0. 0.5 '.JOS. 84 1 ·~ 9 . 0.003 0.004 O.JO (). 0 6 5 JS. 8 5 1 79. 0. 00 ,', C,. () :: 4 0.00 0.07 5 J .':J. 8 6 2C2. o.ow:. 0. 0 C 4 0. co 0. 21 5;; G. OJ E::'5. :J.014 0. 006 0. ()0 C. 3E-: 5C6.15 1 () / 1. :J. 02 5 0. J 10 0. 00 V • ::) .!_ 5C6.3:J 15, 18. :J. 035 0. Jl:=: J. 0 0 C. 65 50(). ,;4 1934. U.044 0. Cl3 ,J. (JO 0.80 506.59 2321 C.055 0. 01.5 C. 0 0 C.95 506.74 /.R27. 0.065 0. OHJ C.00 1. l:J 506.89 J274. 0.075 0. 017 C.00 1. 24 '.:107. C3 3690. 0. 085 CJ. 018 0. (HJ 1. 3 9 :)()7 .18 4137. 0.095 0.020 r:,. DC 1. Sil 507.33 4 58 3. 0 . .:.cs 0. 021 o.oc 1. 68 507.47 5000. o . .:.1s :1. 02~ o.oc l. 83 507. tJ}. 5446. o. ·1 2:J :J. 02:: O.JO 1. 98 :j() I. 7 7 5893. (J. 135 C.023 0.00 2.13 jCJ7. 92 63J::i. 0. 14 6 O.Oc4 (J • :J 0 2.27 50 8. /J 6 67 56. 0.155 C.025 o.co 2 . 1) ~' 508.21 7/':J:'. 0.165 0. 0'.:'6 0. 00 ) . ':/i 508.3E 7648. 0 .17 E 0. U'.-!"/ 0. C 0 2.72 5Cl 8. ':i ::_ 809.::,. 0.18( 0.02, 0. 00 2. E 6 s:ie. c=:. 8511. 0.195 O.Cl28 U. 00 3. (_)] =:.:J 8. 80 8 J .'-J2. :J.206 0. 02 9 0.00 :: . 1 E SCE.95 9404. ::: . 21 IS 0.2,9 J.00 3.30 5C9.09 9821. C. 77:J O.C30 ::: . 00 3.45 SO(J.24 102 67. o.:J6 0.031 c.ou 3. CJ 509.39 10711. 0.246 0.031 0. OJ .L i'.'.:, 509.54 l "...160. 0.:256 0. ()32 O.OJ 3.89 509.68 L57--:'. 0.266 CJ. 033 O.OJ 4.04 .'JlB.83 12023. 0.276 0. 033 0. DC Weston Heights North Technical Information Report {, _ 10 589.89 4.1: 509.9G 4. 12 509.91 4. 1] 509.92 4. 14 509.93 4. '. 5 509.94 4 . '. 6 509.95 4. 2-7 509.96 4.18 509.97 4. J 9 S09.98 4.34 52-C. 13 4. 49 SlC.28 4. 64 Sl_0.43 C 78 510.57 !, -93 510.72 ~. (J8 510.87 5.22 511.01 5.37 511. :._6 5.52 ~11.31 5. f:7 511.46 5. SJ. 511.60 5.96 511. "/ :'l 6. '. 1 '.::ill.90 G.26 512.05 6.40 512.19 6.41 51:-_ :~o 6. 4 :· S12.21 0. 4 J s:..2. 22 6. 4 4 5 :._ 2. 2 3 6. 4 5 s:..2. 24 E • ·Hi 512.25 6. 47 :;.12, 26 6. 48 51:?. 7.7 6. 4 9 :)12. 2 8 6. fi4 51'.:. [,3 6. 7 9 512.52 6, 9{, 512.73 7 .03 '.::il2. 8 7 . 2.3 513.C2 7 .38 51:.-l.1"7 7.Sl :'JlJ.30 "i. 61 513. 40 7. 71 S 13. 50 7.81 513.60 7.91 :,13.70 8. (;1 s:..3. so 8. 11 5:._ 3. 90 8. 21 5 ~ 4 . (J 0 8.31 514.10 8 _ 41 5 l 4 . :::' 0 8.51 514. 3,J 8. 61 514.40 8. 71 5.l4,5J 8. 81 514.6C 3. 91 51 .~ . 9. o:.. :)14.80 9. l -_ 514.90 9. 2.:.. 5E:. CO 9. l 1 515.10 Weston Heights North Technical lnformat1on Report 1 ::1? ·'.J2. 12231. 12261 12291. 12321. 12350. 12380. 12410. l.2440. :._2 4 6 9. 12916. 133E2. 13809. 142?5. 1:10·12. L:ill8. 15535. 15981. 1E{,28. 1 68 7 4. 17291. 177 31. 18183. 1B630. .9046. .9076. 19100. 191 Jr;. 19165. 19195. 192'.'5. 192~'.::i. 19284. 19314. 1 97 €) 1 . 20207, 20653. 21]70. 2:' .. ::>16. 2:._ 963. 22350. )'.! €J4 7. 2294:'.,. 23243. 2354·:J. ) :38 3 8. 24135. 24433. :::'47]1. /.5028. 25326. 2 5 6:13. 25g21. /. 6219. 26516. 26814. 27111 27409. 27707, 0.280 U.034 0. 0 C J. 2 8:.. 0.034 0.00 0. 2 81 0, ,J 34 O.CO C.282 0.035 0. C 0 C.283 O.C37 0.00 C.284 O.C39 0.00 0.284 0. C41 ,J. 0 0 0.285 0.041 0. 00 (). 28 6 0.042 C. 0 0 (). 28 6 0.042 C. 00 0.297 0. 048 O.OJ 0.307 0.052 O.OJ o. 317 C. 05 =:, o.oc 0.327 C.OS9 ().·JC 0.337 0.061 0.00 0. 3 4 7 0.06/J 0.00 0. 3.=i"/ 0.067 0. G 0 '.J. 367 O.J69 0. 00 C.377 0, 871 0. cu C, 38 7 0.273 0.00 C. 397 0.C7S 0. 00 0 . 4 CJ 7 0.077 0. 00 0. 4 :._ 7 0.079 :J _ 00 0.428 0.081 C.00 0.437 CJ_ 083 C.00 o . 11 :_rn 0.083 0.00 0.439 J.08[, 0. O:J 0.433 J. 08::, o.oc 0. 4 4 0 (:. ()87 o.oc 0. 4 41 0.089 0. ()() 0.4L 0.091 (J . ,J 0 0. 4 4 2 0. 0 91 O.JO 0.4·1:! 0.092 0. G 0 J. 4 4 3 0.]92 D _ CO 8.454 O.J99 0.00 C. 4 c4 U.105 0. 00 0.474 0.109 0. 00 0.484 0.113 :: . OD 0.494 0 _ 11 "/ J.00 o.:J14 0.121 C. 0 D 0.513 0.124 0.00 0.520 0. ,.] ],; O.OJ 0.5:::7 :.__(JOO O.OJ 0. 5J!I 1.730 0. 0 J 0.540 2. S2J fJ. 0 C 0. 54' 2.818 o.oc 0.554 "-i. (J"/0 0, JO (l _ ::>61 3.30C o.ou 0.568 3.S2C 0. '.JO 0. 57 :;. 3. 7::JU o. :::o 0. 58::. :i. 910 0.80 0.583 4. :._ 10 u. co 0. 59:; 4 . 2 9U 0. co 8.602 '1. /J60 0. 00 :~. UJ9 4.630 0. 00 C.616 4.790 '._) -()0 0.622 4.940 C. (1 0 0. 62 9 5. 090 8.00 0 . (; :~ t, 5.230 0.00 Hyd Ic1flcw Outflow Pea.k S~age Elev 1 0, 70 0. GS 7.65 513.44 0.39 C,. 1) 7.44 513.23 3 (_). ,1) 0. 12 7.50 .S13.?Y 4 0. t'.3 0. 06 5.02 .510. 81 s OJ 0. J6 5.02 .5 l J . 8: (j 0. 23 n "' -• V _, j. 8'."J 509.6!, 7 0.46 O.C3 )_gg 5J8. 73 R 3.22 O.C2 :.: . J 8 5J7.87 11 :yd R/C Faci !ity Tributary Rese~voi:- Outflow Inflow Int::.ow C. 65 o. c:J ******** 2 C. 12 D. C 1 ******** 3 0.12 O.C2 ****"*** 4 0. 06 0. 01 *****"*·k 5 0.06 0. 01 "***+·k** 6 0.03 0. 01 ""******* 0.03 0. 01 ***""***" 8 0. ·J 2 0.00 ***""***7 Roule ~imc Series ttrough Fac:ilily Inf:..ow Ti~e Series File:west-dcv.tsf Cutf:..ow Ti~e Series File:WV rdout.tsf POC ~iTe Series f'i~e:WV dso~t :r:flow/Qu:flow Analysis Peak =~flow Disc:t1drqe: Pea~ Oucflow Discharge: Peak ReseLvcir Stage: ?ca~ Heservo1r F.1ev: 0.700 cr.s 0.649 CFS 7. \1:; Fl 513.44 Yt Storage (C·.1-Ft) :I\c-Ft) 2 I 7 ri; . 0. 523 2213(. 0.508 22327. 0.513 14 92 9. 0.343 149!,6. 0.343 11463. 0. /.fi3 89J3. :J. )\J4 6:.. 92 . CJ. 142 POC Out.:low Target Cale J.17 J . (i"/ ******* C. 13 **7***k 0.13 ·k+-,.+*** 0.07 ******"" 0.07 *""****" 0.04 +,.-++++,.. 0. 03 k-.·k·k·k+-;-(1. 0 3 at "/: OCJ on Jar: 9 in Year 8 at 8:00 on Jar, 9 in Yec.r 8 Peak ?eservoir Stcrdge: 2:2761. c·.1-rt Du~atlon Comparison Acayls~s Ec:'..se ? ile: cor:ibined-pre. ts f New ?ile: wv dsout.tsf Cutoff Cnits: ~ischarge in C}'S C, • .5:::'3 Cu.tcff C . 0 3 5 C. QI, j C. 0 5,2 0.061 0.069 0.078 c,. (l 8 G 0. 095 0 .. ::;3 o._12 o. :..:::io 0. ~ :1 9 0. ::_ 3 7 0. ,::_ 4 6 -----Fraction of T~me----- Base New %Change O.JBE-02 0.87E-02 -ll.6 0. E7E-02 0.45£-02 0.3:E-Oc 0. 2:::E-U?. ()_::_4E-02 O.:..CE-02 O.iSt-03 O.S5E-U3 0.31£-03 O.~OF.-(U 0.13E-J3 0. 82t-J4 0.16E-J/I 0.65E-02 0.48E-02 o.J:rn-02 (J.::_BE-02 o.:..41-.:-0:::i 0.99E-03 0. 7 SF.-(J:-i 0.60E-03 o.,nr.-cu D.26E-03 0. 82!-.:-04 0. JOF.+,:1:·: Cl.l:OE+OC -2.9 8. 4 9. 9 -9. 8 -2.3 -1 . \.1 c.o 8.8 S2. 6 3 3. 3 -37 . .5 -1'.JO. 0 -lC0.0 Ac-Ft ! ---------Check c~ Tolerance------- Prcbabilt~y Bcise ~ew ~Change 0.98E-'.J2 0.035 0.034 -1.4 0.67E-C2 0.043 0.040 -8.6 0.45~-22 0.052 0.054 3.1 0.30E-C2 0.061 :J.062 1.8 0.20E-C? 0.069 C.066 -4.4 0.14E-C2 0.078 2.077 -U.3 J.lOE-02 0.036 S.086 -0.3 J.75E-03 O.J95 [:.oq~ 0.6 8.SSE-UJ Q,_::;3 C.106 ~-8 J.31L-03 0 . .:.1? (l.1_9 6.1 C.20F.-C,J 0._20 0.125 3.9 :;_lJE-03 0._29 0.127 -1 .4 s.s2~-04 o . .:.37 (l.129 -6.2 C. 16E-04 0. _:_30 -10.6 Mazimum positive excursion -C.007 c~s ( 6.7~1 oc::u:::-rinq al J.112 cfs or. L1.e Rase Data:comti::icd-pre.tsf ar:d a~ 0.120 cfs on tje New Cata:wv dscut.tsf Mazim~m ~egat~ve excu:::-s~on = O.OJ6 cfs (-13.1~) Weston Heights North Technical Information Report occu rring at 0 .042 cfs on the Base Data :comb i ned-pre .tsf and a t 0 .037 cfs on the Ne w Data :wv ds ou t .tsf Du rat i on Compar i s o n Anaylsis : 0 ~ 0 ~ vi 0 ... ~ & ! I 0 ~ .. • R 000 • • . .. • u •: ..... II ,LI i/t/V L'-JJLI ..!ut • Te1yt( Ct.11 • 8 0 ! 0 !-------------------------~:., . ..-------------------"" .. 0 0 8 0 _o 10 10 • Weston Heights North Techn ica l Info rma ti on Report .. .... -.._.._._ .... ' I ,a ,o 10 I Predeveloped East Basin fJ, land Use Summary l=I --,-Area ---------, 11 I I Till Forestl 1.88 acresi ' 0.00 acres! Till Pasture! Till Grass: 0.00 acres! Outwash Forest! 0.00 acres! I I Outwash Pasture: 0.00 acres; Outwash Grassi 0.00 acres] ' Wetland: 0.00 acresj Impervious 0.00 acres: Total 1.88 acres: Scale Factor : 0.80 Hourly Reduced Time Series: !East-Pre.Isl 1»1 Compute Time Series I Modify User Input I ... ., .. ·-.. . .. .. ----·-. . ---·-·-. _,, ' ! File for computed Time Series [.TSF] Flow Frequency Analysis Time Series File:east-pre.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- Flow Rate Rank Time of (CFS) 0 .139 2 2/09/01 0.022 7 1/05/02 0.088 4 2/28/03 0.016 8 3/03/04 0.081 5 1/05/05 0.065 6 1/18/06 0.113 3 11/24/06 0 .164 1 1/09/08 Computed Peaks Weston Heights North Technical Information Report Peak 18,00 16,00 16,00 2,00 10,00 21,00 5:00 7,00 -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0.164 1 100.00 0.990 0 .139 2 25. 00 0. 960 0. 113 3 10.00 0.900 0.088 4 5.00 0.800 0.081 5 3.00 0. 667 0.065 6 2.00 0.500 0.022 7 l. 30 0.231 0.016 8 1.10 0. 091 0.156 50.00 0.980 Developed East Basin e land Use Summary [oe:,I. J!lil!!l1 Till Forest: 0.00 acresl Till Pasture 0.00 acresl I Till Grassi 1.07 acresi Outwash Forest! 0.00 acres: ' I Outwash Pasture! 0.00 acres Outwash Grassj 0.00 acres Wetlandj 0.00 acres Impervious: 0.81 acres 1-Total·· 1.88 acres, Scale Factor : 0.80 Hourly Reduced Time Series: Jc.E_a_s_t-_D_e_v_._ts_f __________ _,!_>_,>j Compute Time Series j Modify User Input j ! I -·· ·-···-----. ·- File for computed Time Series (.TSF] Flow Frequency Analysis Time Series File:east-dev.tsf Project Location:Landsburg ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of (CFS) 0.340 4 2/09/01 0.183 8 12/03/01 0.295 7 9/10/03 0.366 3 8/26/04 0.298 6 10/28/04 0.308 5 10/22/05 0. 411 2 11/21/06 0.641 1 1/09/08 Computed Peaks Weston Heights North Technical lnfonnation Report Peak --Peaks Rank Return Prob (CFS) Period 2:00 0. 641 1 100.00 0.990 17:00 0. 411 2 25. 00 0. 960 15:00 0.366 3 l0.00 0.900 1: 00 0.340 4 5.00 0.800 18: 0 0 0.308 5 3.00 0.667 17:00 0.298 6 2.00 0.500 9:00 0.295 7 1. 30 0.231 7:00 0.183 8 1. 10 0.091 0.564 50.00 0. 980 East Pond Design Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 3.30 H:lV Pond Bottom Length: 70.00 ft Pond Bottom Width: 39.00 ft Pond Bottom Area: 2730. sq. ft Top Area at 1 ft. FB: 7416. sq. ft 0.170 acres Effective Storage Depth: 4. 00 ft Stage 0 Elevation: 518.00 ft Storage Volume: 17604. cu. ft 0.404 ac-ft Riser Head: 4.00 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 0.88 0.042 2 2.40 1.13 0.043 4.0 Top Notch Weir: Rectangular Length: 1. 00 in weir Height: 3.50 ft Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 518.00 0. 0.000 0.000 0.00 2730. 0.01 518.0l 27. 0.001 0.002 0.00 2737. 0.02 518.02 55. 0.001 0. 0 C 3 0.00 2744. 0.03 518.03 82. 0.002 0.003 0.00 2752. 0.04 518.04 110. 0.003 0.004 0.00 2759. 0. 05 518.05 137. 0.003 0.005 0.00 2766. 0.06 518.06 165. 0.004 0.005 0.00 2r13. 0.07 518.07 193. 0.004 0.006 0.00 2781. 0.17 518 .17 475. 0.011 0.009 0.00 2854. 0.27 518. 27 764. 0.018 0. 011 0.00 2927. 0.37 518.37 1060. 0.024 0. 013 0. 00 3002. 0.47 518.47 1364. 0.031 0.014 0.00 3078. 0.57 518.57 1676. 0.038 0.016 0.00 3154. 0. 67 518.67 1995. 0.046 0.017 0.00 3232. 0. 77 518.77 2322. 0.053 0.018 0.00 3310. 0.87 518.87 2657. 0.061 0.019 0.00 3389. 0. 97 518.97 3000. 0.069 0.020 0.00 3469. 1.07 519.07 3351. 0. 077 0.022 0.00 3550. 1.17 519.17 3710. 0.085 0.022 0.00 3631. 1. 27 519.27 4077. 0.094 0.023 0.00 3714. 1. 37 519.37 4453. 0.102 0.024 0.00 3797. 1. 47 519.47 4837. 0 .111 0.025 0.00 3882. 1. 57 5l9.57 5229. 0. 12 D 0.026 0.00 3967. 1. 67 5:i 9. 67 5630. 0.129 0.027 0. 00 4053. 1 . 77 519.77 6040. 0 .139 0.028 0.00 414 0. 1. 87 519.87 6458. 0.148 0.028 0.00 4228. 1. 97 519. 97 6885. 0.158 0.029 0.00 4316. 2.07 520.07 7321. 0.168 0.030 0.00 4406. 2.17 52 0 .17 7766. 0.178 0.031 0.00 4496. 2.27 520.27 8220. 0.189 0.031 0.00 4587. Weston Heights North Technical Information Report 2. 37 520.37 2.40 520.40 2. 41 520.41 2. 42 520.42 2. 4 4 520.44 2. 45 520.45 2. 4 6 520.46 2.47 520.47 2.48 520.48 2.49 520.49 2.59 520.59 2.69 520.69 2.79 520.79 2.89 520.89 2.99 520.99 3.09 521. 0 9 3. 19 521.19 3.29 521. 2 9 3.39 521.39 3. 49 521. 4 9 3. 50 521. 50 3.56 521.56 3.63 521. 63 3.69 521.69 3.75 521. 7 5 3. 81 52 l. 81 3.88 521. 8 8 3.94 521.94 4.00 522.00 4.10 522.10 4.20 522.20 4. 30 522.30 4.40 522.40 4.50 522.50 4. 60 522. 60 4.70 522. 7 0 4.80 522.80 4. 90 522.90 5.00 523.00 5. 10 523 .10 5.20 523.20 5.30 523.30 5.40 523.40 5.50 523.50 5.60 523.60 5.70 523.70 5. 80 523.80 5.90 523.90 6. 00 524.00 Hyd Inflow Outflow Target 1 0.64 0.16 2 0.34 ******* 3 0.41 ******* 4 0.30 ******* 5 0.30 ******* 6 0. 31 ******* 7 0.37 ******* 8 0.18 ******* Weston Heights North Technical Information Report Cale 0.60 0.14 0.13 0.06 0.06 0.03 0.03 0.02 8684. 0.199 0.032 0.00 4680. 8825. 0.203 0.032 0.00 4707. 8872. 0.204 0.032 0.00 471 7. 8919. 0.205 0.033 0.00 4726. 9014. 0.207 0.035 0. 00 4745. 9061. 0.208 0.037 0.00 47 54. 9109. 0.209 0.039 0.00 4763. 9156. 0.210 0.042 0.00 4 7 7 3. 9204. 0. 211 0.043 0.00 4782. 9252. 0.212 0.043 0.00 4 791. 9736. 0.224 0.049 0. 00 4885. 10229. 0.235 0.053 0.00 4980. 10732. 0.246 0.056 0.00 5076. 11244. 0.258 0.059 0.00 5173. 117 67. 0.270 0.062 0.00 5270. 12299. 0.282 0.065 0. 0 0 5369. 12840. 0.295 0.068 0.00 5468. 13392. 0.307 0.070 0.00 5568. 13954. 0.320 0. 072 0.00 5669. 14526. 0.333 0.075 0.00 5771. 14584. 0.335 0.075 0.00 5782. 14933. 0.343 0.080 0. 00 5843. 15344. 0.352 0.086 0. 00 5915. 15701. 0.360 0.092 0.00 5978. 16061. 0.369 0.101 0.00 6040. 16426. 0. 317 0 .110 0.00 6103. 16856. 0.387 0.121 0.00 6177. 17228. 0. 396 0.132 0. 00 6241. 17604. 0.404 0.144 0.00 6305. 18240. 0.419 0.454 0.00 6412. 18887. 0.434 1. 020 0.00 6520. 19544. 0.449 1. 750 0.00 6629. 20213. 0. 4 6 4 2.540 0. 00 6739. 20892. 0.480 2.830 0.00 6849. 21583. 0.495 3.080 0. 00 6961. 22284. 0.512 3.320 0.00 7073. 22997. 0.528 3.540 0.00 7187. 23722. 0.545 3.750 0.00 7301. 24458. 0.561 3.940 0.00 7416. 25205. 0.579 4 .130 0.00 7532. 25964. 0. 596 4.310 0.00 7649. 26735. 0.614 4.480 0. 00 7766. 27517. 0.632 4. 640 0. 00 7885. 28312. 0.650 4.800 0.00 8 004. 29118. 0.668 4.950 0.00 8125. 29937. 0.687 5.100 0.00 8246. 30767. 0.706 5.250 0.00 8368. 31610. 0. 726 5.390 0.00 8491. 32466. 0.745 5.520 0.00 8615. Peak Storage Stage Elev (Cu-Ft) {Ac-Ft) 4.13 522.13 18403. 0.422 3.97 521.97 17430. 0. 4 0 0 3.94 521. 94 17212. 0.395 3.02 521.02 1194 0. 0. 274 2.95 520.95 11560. 0. 265 2.42 520.42 8914. 0.205 1. 68 519.68 5670. 0.130 1. 33 519.33 4301. 0.099 Route Time Series through Facility Inflow Time Series File:east-dev.tsf Outflow Time Series File:EP rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.641 CFS at Peak Outflow Discharge: 0. 597 Peak Reservoir Stage: 4 .13 Peak Reservoir Elev: 522 .13 Peak Reservoir Storage: 18403. Duration Comparison Anaylsis Base File: east-pre.tsf New File: ep rdout.tsf Cutoff Units: Discharge in CFS 0.422 CFS at Ft Ft Cu-Ft Ac-Ft 7:00 on Jan 9 in Year 8 8: 00 on Jan 9 in Year 8 -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New %Change Probability 0.032 O.lOE-01 0.84E-02 -17.3 I O.lOE-01 0.041 0.70E-02 0.73E-02 4. 9 I 0.70E-02 0.049 0.47E-02 0.58E-02 2 IJ. 8 I 0.47E-02 0.057 0.31E-02 0.36E-02 14. 7 I 0.31E-02 0.065 D.20E-02 O.lBE-02 -8.9 I 0.20E-02 0. 073 0.15E-02 0.12E-02 -17.4 I O.lSE-02 0.081 O.lOE-02 0.90E-03 -12.7 O.lOE-02 0.089 0.78E-03 0.62E-03 -20.8 0.78E-03 0.098 0.55E-03 0.47E-03 -14.7 0.55E-03 0.106 0.33E-03 0.34E-03 5.0 0.33E-03 0.114 0.20E-03 0.26E-03 33.3 0.20E-03 0.122 0.l5E-03 O.lSE-03 22.2 0.15E-03 0.130 0.98E-04 0.82E-04 -16.7 0.98E-04 0.138 0.16E-04 0.16E-04 0.0 0.16E-04 Maximum positive excursion= 0.005 cfs ( 10.6%) occurring at 0.044 cfs on the Base Data:east-pre.tsf and at 0.048 cfs on the New Data:ep_rdout.tsf Maximum negative excursion= 0.004 cfs (-11.3%) occurring at 0.036 cfs on the Base Data:east-pre.tsf and at 0.032 cfs on the New Data:ep rdout.tsf Weston Heights North Technical Information Report Base New %Change 0.032 0.032 -1. 5 0.041 0. 0 4 3 6. 9 0.049 0.052 6. 8 0.057 0.059 3. 0 0.065 0.063 -3.3 0.073 0.070 -4.1 0.081 0.077 -5.3 0.089 0.084 -5.7 0.098 0. 091 -6. 5 0.106 0. llO 3.6 0.114 0.120 5. 6 0. 122 0.126 2. 9 0.130 0.130 -0.2 0.138 0.138 0.0 't, ~ .. •.O!'d ,,..,..,.1.t,,f,p,, li:.(W"t\ ~ 0 i• "•"' • ' !---------------------- 0 ·-·--. !> • 0 • !! in 0 ~ ~ & ! -------·------···----- I 0 " ! ! 0 ! 0 00 ~ 0 0 8 0 0 "' Weston Heights North Technical Information Report -. • ... • • • • _ _.,..,,~----------------------------- • • • ·-• • ,o ' '" JO ' Equivalent East Pond Water Quality Storage Actual .. r-.. Pond Actual Act\lal Actual CCll'ltour Cont~, Incremental cumulative Elev. Area Volume Volume (ft) (ft 1 ) (fr 3 ) (ft 1 ) 514.00 674 0.00 0 514.50 875 387.13 387 515.00 1075 487.38 875 515.50 1315 597.50 1,472 516.00 1555 717.50 2,190 516.50 1831 846.50 3,036 517.00 2107 9&4.50 4,021 517.50 2420 1,131.63 5,152 518.00 2732 1,287.88 6,440 Made by: Date Project: JOA 2/4/2016 Weston Heights Project No: Checked by 349-004-14 Backchecked by Date· Sheet No Er,uirla-,1~ti- Pond Length= 43 ft Pond Width= 65 ft Side Slope= 3.3 :1 Volume CalC\llated CalC\llated t.ikutated Difference Contour Cofltour Increment.ii Cumulative (Calci.lated- Elev. .... Volume Volume Actual! (ft) (ft 1 ) (ft 3 ) ,.,, {ft') 514.00 641 0 0 0 514.SO 834 369 369 -18 515.00 1049 471 839 -35 515.50 1285 583 1,423 -49 516.00 1544 707 2,130 -60 516.50 1824 842 2,972 ... 517.00 2126 987 3,959 -61 517.50 1449 1,144 5,103 -49 518.00 2795 1,311 6,414 -16 Equivalent East Pond Detention Storage ·~---· Actual Actual Contour Comoo, Incremental Elev. .... Volume (fr) (ft') (ft 3 } 518.00 2732 0.00 518.50 3107 1,459.75 519.00 3506 1,653.25 519.50 3932 1,859 50 520.00 4386 2,079.50 520.50 4S66 2,313.00 S21.00 5373 2,559.75 521.50 5907 2,S20.00 522.00 646S 3,093.75 522.50 7055 3,380.75 523 00 7656 3,677.75 Weston Heights North Technical Information Report Actual Cumulative Volwne (ft3} 0 1,460 3,113 4,973 7,052 9,365 11,925 14,745 17,839 21,219 24,897 Made by: Date· Proje<:t JDZ 12/21/2015 Weston Heights Checked by Date: Project No· 349-004-14 Backchecked by: Date: Sheet No: ' iv l.,nt Pond ; Pond Length" 70 ft Pond Width" 39 ft Side Slope -3.3 ,1 Vclume Calculated Calwlated C.alculatecl Difference '°""'~ Contour Incremental Cumulative (Calculated - Elev. .. .. Volume Volume Actual} {fr) (ft') (/t.1, (ft') (ft 3) 518.00 2730 0 0 0 518.SO 3101 1,458 1,458 -2 519.00 3493 1,648 3,106 .7 519.50 3907 1,850 4,956 -15 520.00 4343 2,063 7,019 -33 520.50 4801 2,286 9,305 -60 521.00 5280 2,520 11,825 -100 521.50 5782 2,765 14,590 -155 522.00 6305 3,022 17,612 -227 522.50 6849 3,288 20,900 -319 523.00 7416 3,566 24,467 -430 Predeveloped Olympus Villa Pond 'A' Basin fi> Land Use Summary I c::i,,I ~,Jllitl Area ---------, j Till Foresti 3.18 acres! I Ti II Pasture i 0.00 acres: ' Till Grassl 0.00 acres i Outwash Forest! 0.00 acres : Outwash Pasture i 0.00 acres ' I 0.00 acres Outwash Grassi Wetlandj 0.00 acres Impervious I 0.10 acres Total 3.28 acres ------------------- Scale Factor: 1.00 Hourly Reduced Time Series: IPredev.tsf 1»1 Compute Time Series I Modify User Input I . "" -·· . -i File for computed Time Series [.TSFJ - Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.222 2 2/09/01 18:00 0.075 7 1/05/02 16:00 0. 178 3 2/28/03 3,00 0.025 8 8/2 6/04 2,00 0.107 6 1/05/05 8100 0.176 4 1/18/06 20,00 0.157 s 11/24/06 4, 00 0.303 1 1/09/08 9,00 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0.303 1 100.00 0.990 0.222 2 25.00 0. 960 0.178 3 10.00 0.900 0.176 4 5.00 0.800 0.157 5 3.00 0.667 0.107 6 2.00 0.500 0.075 7 1. 30 0.231 0.025 8 1.10 0.091 0.276 50.00 0.980 *The original design information for Olympus Villa Pond 'A' may be found in the provided "Olympus Villa LUA 10-090" report included in Appendix 6C. The original predeveloped areas for Olympus Villa were: 2. 78 ac Till Forest 0.10 ac Existing Wetland (modeled as impervious) The Weston North project added the following values to the predeveloped conditions: 0.40 ac Till Forest Weston Heights North Technical Information Report Developed Olympus Village Basin fJ Land Use Summary I =I ._ .. _.. Till Foresl Ar:~o-~:::sl !I ! 0.00 acres' Ti II Pasture! Till Grassl 1.44 acres Outwash Foresti 0.00 acres, Outwash Pasture: 0.00 acres! i Outwash Grass 0.00 acresl Wetland; 0.00 acres! lmpervious[ ____ 2.oo acresJ • Total - I ' ! i ' 3.52 acres, i ----------~---. Scale Factor : 1.00 Hourly Reduced Time Series: !Pev.tsf 1»1 Compute Time Series I Modify User Input I ------I File for computed Time Series [.TSF] Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac -- ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.633 6 2/09/01 2:00 0.510 8 1/05/02 16:00 0.763 3 2/27 /03 7:00 0.545 7 8/26/04 2:00 0.658 5 10/28/04 16:00 0. 671 4 1/18/06 16:00 0. 792 2 10/26/06 0: 00 1. 29 1 1/09/08 6: 00 Computed Pea:S:s -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 1. 29 1 100.00 0.990 0.792 2 25.00 0. 960 0.763 3 10.00 0.900 0.671 4 5.00 0.800 0.658 5 3.00 0.667 0.633 6 2.00 0.500 0.545 7 1. 30 0. 23, 0.510 8 1.10 0.091 1.12 50.00 0. 98 0 ·The original design information for Olympus Villa Pond 'A' may be found in the provided "Olympus Villa LUA 10-090" report included in Appendix 6C. The original developed areas for Olympus Villa were: 1.35 ac Till Grass 1.77 ac Impervious The Weston North project added the following values to the predeveloped conditions: 0.09 ac Till Grass 0.31 ac Impervious Weston Heights North Technical lnfonnation Report Olympus Village Pond 'A' Revised Riser Design & Equivalent Area/Volume Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2.35 H: lV Pond Bottom Length: 96. 36 ft Pond Bottom Width: 60.51 ft Par.ct Bottom Area: 5831. sq. ft Top Area at 1 ft. FB: 10980. sq. ft 0.252 acres Effective Storage Depth: 4 . 93 ft Stage 0 Elevation: 0.00 ft Storage Volume: 38588. cu. ft 0.886 ac-ft Riser Head: 4.93 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Oiamete r 1ft) (in) (CFS) (in} 1 0.00 :.04 0.065 2 3. 27 1. 63 0. 092 4. 0 3 3. 90 1. 04 0.030 4. 0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) I ftl (cu. ft) (ac-ft) (cfs) lcfs) (sq. ft) 0.00 0.00 0. 0.000 0.000 0. co 5831. 0.01 0.01 58. 0.001 0.003 0. 0 0 5838. 0.02 0.02 117. 0.003 0.004 0.00 5846. 0.03 0.03 17 5. 0.004 0.005 0.00 5853. 0.04 0.04 234. 0.005 0.006 0.00 5860. 0.05 0.05 293. 0.007 0.007 0.00 58 68. 0. 06 0.06 351. 0.008 0.007 0.00 5875. 0.08 0.08 469. 0. 011 0.008 0.00 5890. 0. 09 0.09 528. 0.012 0.009 0.00 5897. 0.10 0.10 587. 0.013 0.009 0.00 5905. 0.20 0.20 1181. 0.027 0.013 0.00 5979. 0.30 0.30 1783. 0.041 0.016 0.00 6054. 0. 40 0.40 2392. 0.055 0.018 0.00 6129. 0.50 0.50 3009. 0. 0 6 9 0.021 0.00 6205. 0.60 0.60 3633. 0.083 0.023 0.00 6281. 0.70 0.70 4265. 0.098 0.024 0.00 6358. 0.80 0.80 4904. 0 .113 0.026 0.00 6435. 0.90 0.90 5552. 0.127 0.028 0.00 6512. 1. 00 1. 00 6207. 0. 142 0.029 0.00 6590. l. 10 1. 10 6870. 0.158 0.031 0.00 6669. 1. 20 1. 20 7541. 0. 17 3 0.032 0.00 6747. 1. 30 1. 30 8219. 0.189 0.033 0.00 6827. l. 40 1. 40 8906. 0. 2 0 4 0.035 0.00 6906. l. 50 1. so 9601. 0.220 0.036 0. 00 6986. 1. 60 1. 60 10303. 0.237 0.037 0. 00 7067. 1. 70 1. 70 11014. 0.253 0.038 0.00 7148. 1. 80 1. 80 11733. 0. 2 69 0.039 0. 00 7230. 1. 90 1. 90 12460. 0.286 0.040 0.00 7311. 2.00 2.00 13195. 0.303 0.041 0.00 7394. 2.10 2.10 13939. 0.320 0.042 0.00 7477. 2.20 2.20 14691. 0.337 0. 043 0.00 7560. 2.30 2.30 15451. 0.355 0.044 0.00 7643. Weston Heights North Technical Information Report 2.40 2.40 2.50 2.50 2. 60 2.60 2.70 2.70 2. 8 0 2. 80 2.90 2. 90 3.00 3.00 3.10 3.10 3.20 3.20 3 .27 3.27 3.29 3.29 3.30 3.30 3.32 3.32 3.34 3.34 3.35 3.35 3.37 3.37 3.39 3.39 3.41 3.41 3.42 3.42 3.52 3.52 3. 62 3. 62 3. 72 3.72 3.82 3. 82 3.90 3. 90 3.91 3.91 3. 92 3.92 3.93 3.93 3. 94 3.94 3.95 3.95 3. 96 3. 96 3. 98 3.98 3.99 3.99 4. 09 4.09 4.19 4.19 4. 29 4.29 4.39 4. 39 4. 49 4. 4 9 4.59 4. 59 4.69 4. 6 9 4. 79 4.79 4.89 4. 8 9 4.93 4.93 5.03 5.03 5 .13 5.13 5.23 5.23 5.33 5.33 5.43 5.43 5.53 5.53 5.63 5.63 5.73 5.73 5.83 5. 83 5.93 5. 93 6.03 6.03 6.13 6.13 6.23 6. 23 6.33 6.33 6. 4 3 6. 43 6. 53 6.53 6.63 6.63 6. 73 6. 73 6.83 6.83 6.93 6.93 Weston Heights North Technical lnfonnation Report 16219. 0 .372 16996. 0.390 17782. 0.408 18576. 0. 426 19378. 0.445 20189. 0.463 21009. 0.482 21838. 0.501 22675. 0.521 23266. 0.534 23436. 0.538 23521. 0.540 23691. 0.544 23862. 0.548 23947. 0.550 24118. 0.554 2 42 90. 0.558 24462. 0.562 24548. 0.564 25413. 0.583 26288. 0.603 27171. 0.624 28064. 0.644 28784. 0.661 28875. 0.663 28965. 0.665 29056. 0.667 29147. 0.669 29237. 0. 671 29328. 0. 673 29510. 0. 677 29602. 0.680 30519. 0.701 31445. 0.722 32380. 0.743 33325. 0.765 34279. 0.787 35242. 0.809 36215. 0.831 37197. 0.854 38189. 0.877 38588. 0.886 39593. 0.909 40608. 0.932 41632. 0.956 42666. 0. 979 43710. 1. 003 44763. 1. 028 45827. 1. 052 46900. 1. 077 47983. 1. 102 49076. 1. 127 50179. 1.152 51292. 1.177 52415. 1. 203 53548. 1. 229 54 691. 1. 256 55845. 1. 282 57009. 1. 309 58183. 1. 336 59368. 1. 363 60563. 1. 390 0.045 0.00 7728. 0.046 0. 00 7812. 0.047 0.00 7897. 0.048 0.00 7983. 0.049 0. 00 8068. 0.050 0.00 8155. 0.051 0.00 8242. 0.052 0.00 8329. 0.052 0.00 8416. 0.053 0. DO 8478. 0.054 0.00 8496. 0.055 0.00 8504. 0.058 0.00 8522. 0. 062 0.00 8540. 0. 067 0. 00 8549. 0.073 0.00 8566. 0.079 0.00 8584. 0.080 0.00 8602. 0.082 0.00 8611. 0. 091 0.00 8700. 0.098 0. 00 8789. 0.105 0.00 8879. 0 .110 0.00 8970. 0 .115 0.00 9042. 0 .115 0.00 9051. 0.117 0.00 9060. 0. 118 0.00 9070. 0.120 0.00 9079. 0.123 0.00 9088. 0.125 0.00 9097. 0.127 0.00 9115. 0.128 0.00 9124. 0.137 0. OD 9216. 0.144 0.00 9308. 0.151 0.00 9400. 0.157 0.00 9493. 0.163 0.00 9587. 0.169 0.00 9680. 0. 17 5 0.00 9775. 0. 18 0 0.00 9869. 0.185 0. 00 9964. 0.187 0. 00 10003. 0.500 0.00 10098. 1. 070 0.00 10194. 1. 800 0.00 10291. 2.600 0.00 10388. 2.880 0.00 10486. 3.140 0.00 10584. 3.380 0.00 10682. 3.600 0.00 10781. 3.810 0.00 10880. 4.010 0.00 10960. 4.200 0.00 11080. 4.380 0.00 11181. 4.550 0.00 11282. 4. 720 0.00 11383. 4.880 0.00 11485. 5.040 0.00 11587. 5.190 0. 0 0 11690. 5.330 0. OD 11793. 5.470 0.00 11897. 5.610 0.00 1200::.. Hyd Inflow Outflow Peak Storage Target Cale Stage Elev 1 1. 29 0.30 0.83 5.09 5.09 2 0.79 ******* 0.05 3.01 3. 01 3 C.76 ******* 0.15 4.31 4 . 31 4 0.67 ******* 0 .11 3. 82 3.82 5 0. 6 6 ******* 0. 04 1. 60 1.60 6 0.63 ******* 0.19 4.93 4.93 7 0.54 ****""** 0.04 2.14 2.14 8 0.51 ******* 0.05 2.86 2. 86 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:OV rdout.tsf Inflow/Outflow Analysis Peak Inflow Cischarge: 1. 29 CFS Peak Outflow Discharge: 0.828 CFS Peak Reservoir Stage: 5.09 Ft Peak Reservoir Elev: 5.09 Ft at at Peak Reservoir Storage: 40179. Cu-Ft Duration Comparison Anaylsis Base File: predev.tsf New File: ov rdout.tsf Cutoff Units: Discharge in CFS 0. 922 Ac-Ft {Cu-Ft) (Ac-ft) 40178. 0.922 21125. 0.485 32548. 0.747 28033. 0. 64 4 10319. 0.237 38544. 0.885 14214. 0.326 19900. 0.457 6:00 on Jan 9 in Year B 10:00 on Jan 9 in Year 8 -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New %Change Probability 0.053 0.76E-02 0.66E-02 -12.3 I 0.76E-02 0.066 0.56E-02 0.53E-02 -4.1 I 0. 56E-02 0.078 0.43E-02 0.49E-02 14.8 0.43E-02 0.091 0.32E-02 0.38E-02 17.6 0.32E-02 0.103 0.25E-02 0.28E-02 12.6 0.25E-02 0 .116 O.lBE-02 0.16E-02 -10.9 0.18E-02 0.128 I 0.12E-02 0.14E-02 18.9 0.12E-02 0.141 0.91E-03 O.llE-02 19. 6 0.91E-03 0.153 0.59E-03 0.67E-03 13. 9 0.59E-03 0.166 0.36E-D3 0.34E-03 -4.5 0.36E-03 0. 178 O.lBE-03 0.16E-D3 -9.l O.lBE-03 0.191 0.13E-03 0.33E-04 -75.0 0.13E-03 0.203 0.82E-04 O.OOE+OO -100.0 0.82E-04 0.216 0.16E-04 O.OOE-rOO -100.0 0.16E-04 Maximum positive excursion= 0.007 cfs 9.5%) occurring at 0.073 cfs on the Base Data:predev.tsf and at 0.080 cfs on the New Data:ov_rdout.tsf Maximum r.egative excursion= 0.006 cfs (-10.4%) occurring at 0.061 cfs on the Base Data:predev.tsf and at 0.054 cfs on the New Data:ov rdout.tsf Weston Heights North Technical Information Report Base New %Change 0.053 0.052 -1. 2 0.066 0.061 -7.6 0. 07 8 0.085 8. 9 0. 091 0. 096 5.5 0. 10 3 0.107 3. 7 0.116 0 .113 -2.5 0.128 0 .137 6. 9 0. 141 0. 147 4. 7 0.153 0.157 2. 3 0.166 0.165 -0.4 0.178 0. 177 -0.4 0.191 0.181 -5.1 0.203 0.185 -9.0 0. 216 0.199 -7.8 't:, , .. :.111 °h'-"'~~-..... ~ 0 ;; -· 0 • • !! R '. 0 • ... ~ ...... ~ • vi 0 ~ • " • I :, -• 0 -• • ·, g • . 0 • 8 ~ \ -0 .. • s 0 8 - 0 ' ' T . " ' '" .. • ,. 10 '" ' ~t~& Equivalent Olympus Villa Pond 'A' Dimensions/Side Slope A " ·p-d Actual Actual ""'""'' Cont<>~ Incremental Elev. .... Volume (ft) (ft 1 ) (ft') 512.10 6370 0.00 514.00 7198 12,889.60 516.00 8872 16,070.00 517 03 10115 9,778.30 518.00 10720 10,104.98 Weston Heights North Technical Information Report Actual C\Jmulative Volume (ft 1} 0 12,890 28,960 38,738 48,843 Made by: Date· Project JOA 2/24/2016 Weston Heights North Checked by: Date Projecl No 349-007-15 Backchcckcd by: Date· Sheet No· Enuival r~1-·l~tion Pond Length_,, 96.35721918 ft Pond Width_,, 60.51331798 ft Side Slope_,, 2.3S4987615 ,1 Vohune Calculated calculated Cakulated Difference ContO\Jr Contour Incremental cumulative (Cakulated- Elev. Area Volume Volume Actual) (ft) (ftl) (fC1) (ft;) (ft 1) 512.10 5831 0 0 0 514.00 7315 12,488 12,488 -401 516.00 9050 16,365 28,853 -107 517.03 10013 9,817 38,670 ·68 518.00 10962 10,173 48,843 0 ..... , ... ,,.~ i•J' • ·----- 10'' APPENDIX48 WATER QUALITY DESIGN CALCULATIONS Weston Heights North Technical Information Report KCSWDM -SCALE FACTOR ST 1.1 0.54" (0.0451 c:::J ·------,uu -...;or- 0.47" (0.0391 . . (0.0431 HOff: ArHI. wt OI lie 11511 mfflOGl GQPINIII GIIOUld Lee 0.05 __ ...,..._;..-.., .. -"'- Weston Heights North Technical Information Report 'I Wetpoo/ Sizing Calculation {Per KCSWDM Section 6.4.1.1) Date: 2/5/2016 Date: Date: ProJ eel: Weston Heights Project No: 349-004 Wetpool Description: Weston Heights • West Vault ---------~----------- Step 1: Identify the required wetpool volume factor (/) !• 3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70) Step 2: Determine rainfall (R) for the mean annual storm 0.47 ft Per KCSWDM Figure 6.4.1.A ----- Step 3: Calculate runoff from the mean annual storm (V ,) for the developed site Ai• 52,272 ft' Area of impervious surface Atp • 29,185 ft' Area of ti 11 soi I covered with grass Alf• 0 ft' Area of ti 11 soi I covered with forest Ao= 0 ft' Area of outwas h soi I covered with grass or forest R• 0.47 in Rainfall from mean annual storm (from Step 2) V,= 2,128 ft' V,. = (0.9A, + 0.2SA,, + O.lOA,r + O.OlA 0 ) x (R) [KCSWDM Eq. 6-13] Step 4: Calculate required wetpool volume (V •l 6,385 ft' v, = t v, [KCSWDM Equation 6-14] Step 5: Calculate minimum required wetpool depth (D.EQ) Z1.:. 0.00 H:lV Side Slope #1 z,. 0.00 H:lV Si de SI ope #2 23 = 0.00 H:lV End Slope #3 z.. 0.00 H:lV End Slope #4 LPOND; 62 ft Pond length at top of wetpool WPOND = 24 ft Pond width at top of wetpool OREQ = 4.29 ft Minimum required pond depth ---------- Weston Heights North Technical Information Report y: y: Wetpool Sizing Calculation /Per KCSWDM Section 6.4.1.1) Date: 2/23/2016 Date: Date: roiect: Weston Hei ProJect No: 349-004 Wetpool Description: _____ _.:Wc.:..::e:.;st:.:o:.;n:.:H:.;e:.:ig"'h:.;t:.:•_-:.:W:..•=.•:.:tc..V:.:•:.:u:.:lt:_ ____ _ Step 1: Identify the required wetpool wlume factor (/) 3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70) Step Z: Determine rainfall (R) for the mean annual storm R= _.....::o.:...4c;.7 __ ft Per KCSWDM Figure 6.4.1.A Step 3: Calculate runoff from the mean annual storm (V ,J for the developed site A;= 52,272 ft' Area of impervious surface Arg = 29,185 ft' Area oftill soil covered with grass Aif = 0 ft' Area of till soil covered with forest Ao= 0 ft' Area of outwash soil covered with grass or forest R= 0.47 in Rai nfal I from mean annua I storm {from Step 2) V,= 2,128 ft' V,.; (0.9A; + 0.2SA,a + 0.10A,r + O.OlA,) x (R) [KCSWDM Eq. 6-13] Step 4: Calculate required wetpool wlume (V •l Ve= 6,385 ft 3 _....:..:==---v, ; f v, [KCSWDM Equation 6-14] Step 5: Calculate minimum required wetpool depth (DReQI Z1 = 0.00 H:lV SideSlope#l z, = 0.00 H:lV SideSlope#2 23 = 0.00 H:lV End Slope #3 z. = 0.00 H:lV End Slope #4 LpoNo = 64 ft Pond length at top of wetpool WPOND = 24 ft Pond width at top of wetpool DREQ = 4.16 ft Minimum required pond depth Weston Heights North Technical Information Report hts Wdpool si,;,,9 Cokulotlon (Pi,rKCSWDM Sedian 6A.1.1/ ate: rnJec.t: 2/24/2016 Weston Hei hts North Date: Project No: 349-007 Date: Wetpool Desaiptian: Olympus Vdla Pond 'A'· Oriainal De5i&n Raq'd Volume Step 1: Identify the n,quired wetpool .olume l'ador If) I= 3 Fix~ value pe< KCSWDM Se<bon 6.4.1.1 (P. 6-70) Step Z: Determine rainfall (RI for the mean annual storm R= --'o"'.4'--'7 __ ft p., KCSWDM Figure 6.4.1.A Step 3: Calculate runoffftom themeanannualstorm (V,)forthe de..eloped lite A,= 77,101 ft' Af@a of impervious surface A tt = 58,806 ft' Area of till !l>Oil covered with gras!I> A,r• 0 ft' Area oftill soil covered with forest Ao• 0 ft' Area of outwash soil covered with grass or forest R• 0.47 in Rainfall from mean annual storm (from Step 21 V,• 3,294 ft' If, ~ (0.9A, + 0.2SA,. + O.IOA,r + O.OIA 0 ) X (R) (KCSWDM Eq. 6-13] Step 4: calculate ,...,..ed watpool volime CV •I Vo= .. -ft' _.::i!e"='--v, = f v, [KCSWDM Equation 6-14] *This is the original design required volume for water quality in the Olympus Villa Pond 'A'. The as-built facility provides 15,479-CF of volume, for a difference of 5,598-CF in additional wetpool storage capacity. Weston Heights North Technical Information Report Wetpool Sizing Calculation /Per KCSWDM Section 6.4.1.1) ate: ProJect: 2/24/2016 Weston Heights North Date: roject No: 349-007 Date: Wetpool Description: Olympus Villa Pond 'A' -Proposed Design Req'd Volume Step 1: Identify the required wetpool volume factor(/) I-3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70) Step 2: Determine rainfall (R) for the mean annual storm R-_ __;;o.:.c.4c:.7 __ ft Per KCSWDM Figure 6.4.1.A Step 3: Calculate runoff from the mean annual storm (V ,) for the developed site A;= 90,605 ft' Area of impervious surface A.., -62,726 ft' Area of ti 11 soi I covered with grass Att= 0 ft' Area of ti 11 soi I covered with forest Ao= 0 ft' Area of outwash soi I covered with grass or forest R-0.47 in Rainfall from mean annual storm (from Step 2) V,= 3,808 ft' Vc = (0.9A, + O.ZSA,0 + O.lOA,r + O.OlA 0 ) x (R) (KCSWDM Eq. 6-13] Step 4: Calculate required wetpool volume (V •l Ve= 11,424 ft' V, = f V, (KCSWDM Equation 6-14] *This is the required wetpool volume resulting from the addition of the Weston North basin area to Olympus Villa Pond 'A' (depicted as North Basin in the basin figures). This volume is below the as-built facility's 15,479-CF of useable wetpool storage. The additional areas from Weston North leaves a remainder of 4,055-CF in wetpool storage capacity. Weston Heights North Technical Information Report APPEND1X4C WETLAND HYDROPERIOD CALCULATIONS Weston Heights North Technical Information Report L -- ' ' ~~~~iJ~~~~-:~~--····--. .. . .. -~~=-= ··--------"-"-·----·--·----- ' -~ '' -' ''--' '} . 0 '.'',W;>i :">!J \'.);',:\·, •;<,,.;/ ,----,· fl ;~ 1,1 t i'-- ; .;-u -• ! ! ,· f :,;,_ -"'1~; -q;:--~- :i :}[:J J?f.JJ,rl i . '{.-:;' ~ f,-d .i ; -~"-:~~*rt i-1 --- 2~~1Alf i l ' l 1,..f ' --{~ ttt i, ft z ~1r \ l -~ i1f-1tk ' '! ,, -··t ,, ~' lf ~Ji1~:11'-, . ',, :: -'..\:1'ih ' . ' ''¥--L~ __ .. : .. l ._":) -~'~---¥·- ~rr1~[! ---rt_·:l :·-:_::J• I ·1 I ·----. ...J. :i u ·;•"--<;'" ~. ;,_, l ~ 1 ~ "'-,:,,~- ' --~---\ -·-- 1 -\ \ -.. , '";~.1 $0·}. L ' ... :: __ .. -1 .:,e "' C;J; .t-t ·"" . ... .... ... .. ;,-... . ... .... ,. .... ... . ~ '•\ ,-..,-"' ,. ... J ... ... .. .. ... .. ··, ... \, ... ·: ;~ . .UN'DfSTURSEO:>· ~###~-. · WE=rtAN.D. · . ... .. .. .. ... .. ... • H•"" . ·ARa: A•''• • ---·.. ~·-. . . {0..73.ACf .. .. .... .... ... .. '.D.;:-0 ~,,0 zc ,.1c'.'.'::!;'!~ rr:- 1 { C 0 Cl) L. Cl) -0 C 0 ~ ~ -0 Cl) > 0 (/) +J Cl) ~I Q_ 0 '<I" n <D ~ 0 N n Nl1" ~oo· .n Cl) LL ! N 0 100 ~ Scale Feet ~- ' I t ' i I ; I 2.'.<13 1J:'.;li < ,, ----_J '.:::,,,, __ ---"' '-~ "' "' ' "' ' ', '-....~ ' ''-. ' '--. ' ', ' '--. >' --------··' -/ ,,c -.,, I f ~ ', ·---------'-·· ""' "" J I ~----'-\. y ""':'t""~,,__ ;f \ I "" 6 '.:t 8300'.;?' // / 'JJ.lU'( ')!'!-;'!),<(??(, ,;i f!\HGI,'.;'.; \,,t/7\>tv'.:'.).~{) "4/?'L.'.'.~;'.L ' ' "''"\}'>-·, \ • I __;'-' )/ I ,W z w > < 0 'U u, ~ ,/ ' ; I ' . \ 2:1~:-~ r_ 'j./,7 ,,.,;::cf!, JOA Design EWJ Drawn 2/23/16 Date 349-007-15 Project No. -II -Civl Engineering . • ·· _. \S Prof9:' Management . '· P1onrnng 1 n4 w. Marine View Drive. SUite 1<40; Everett. Washington 98201 Office: 425.486.6533 Fax: 425.486.6593 www.sdaeMgneers.com R:\Projects\349 (prospect development)\007-15 (Weston North)\Dwg\figures\ TIR Figures\Basin Map -North Existing Wetland Hydroperiod.dwg 11 x 17 EXISTING WETLAND HYDROPERIOD BASIN EXISTING FORESTED CONDITIONS EXISTING GRASS AREA TOTAL PERVIOUS AREA EXISTING IMPERVIOUS AREA TOTAL HYDROPERIOD BASIN AREA LEGEND EXISTING GRASS AREA 2.39 AC 1.64 AC 4 .03 AC 0.12 AC 4.15 AC -~ EXISTING FORESTED CONDITIONS itf~~~Nil EXISTING IMPERVIOUS AREA * UNDISTURBED WETLAND AREA IS NOT INCLUDED IN HYDROPERIOD ANALYSIS. WESTON HEIGHTS NORTH EXISTING WETLAND HYDROPERIOD Sheet: C 0 (/) '- (l) -0 C 0 -~ i -0 (l) > 0 If) ..., (/) ~I Q a, I") I") co ~ 0 N I") Nl1" ~00' ..0 (l) u... SE 123RD ST LJ I ---::::_--. ' . ''-\ ' "· . •,_ \ ; • 1 . ' i N ,, h,-~ ----- 0 100 ~ Scale Feet @ -------=-,, .. .,_.,,,,....,,.,.,,,._ .. --,,, :,,,....-,,,,,.,,,__. ____ . -~--- ---~---- ---' ., s¥, ~::'.7~ :::;;:;;::~~~:f.;;~=-::>;::_~::-~:;t~-::--:~;~:.-:.~--~::?~~---· °'""-·:;:·-,=~;~'C;;c;·::;_ ,,=;~ .. -_:;-::;_ --·-· ~~---------~--,~""'=-':::::-·~~-""'"""••••:c•.c".':'.:' --\ b·. -----------~ ~.::::::.,,"Sq-__ f> - . ~ -~ \ ' .,~ -------=--==-:;::: ·~ . • .. (z) -~ ,G) \--0 \ ~ ® ._ ,-~ y ' . . ) . ·---·-· "'&. • ' • -~ -•. , ..• ~. -UNDISTURBED,· · -WETLAND - • ~ ~ • .. r' ----AREA.--- • {0:7~.AC) · ~ " " ., -. ® \.-·--· I~--- ® f i i -- @ 0 -. l -! ·. . • I I . ?t' ;,!hY/11 \ 1. I I I, -, I I •, I · ----/71··--- I -'I \ ' I>"-._'-'-:~-\ r· ~ '1 ::'\ • •• I '-_ \ -\__ i -' I ----... __ "'· '--\ I ( -,, -'\ ---\\ )-/; --1/ J '--~' ~ ", ----" -____ -\ ' \----. <> -_· ___ --_.-· ' --;;-,, -,._ __.,,. ~ /~------"' -/ -----r I f ,,~ --/ - ~L -i I JDA Design EWJ Drawn 2/23/16 Date 349-007-15 Project No . i w ,z w ---.~ 0 (.J .u, < Q. I ·--...,- ;, : : __ ,, · "-Prefect Management -iii-CM Engineering ' --Planning 1n4 w. Marine V-Drive, Suite 140; Everett. Washingtoo 98201 Office: 425..486.6533 Fox: "425..486.6593 www.sdoef"lgneers.com R:\Projects\349 (p rospect development)\007-15 (Weston North)\Dwg\figures\TIR Figures\Basin Map -North Developed Wetland Hydroperiod.dwg 11 x 17 DEVELOPED WETLAND HYDROPERIOD BASIN DEVELOPED FORESTED CONDITIONS = 3.01 AC (INCLUDES AREft.S MITIGATED BY EAST POND; DOES NOT INCLUDE WN LOT 3 IMPERVIOUS AREA) DE VELOPED GRASS AREA = 1 . 1 4 AC (DOES NOT INCLUDE WN LOT 2 IMPERVIOUS AREA) TOTAL PERVIOUS AREA 4.35 AC DEVELOPED IMPERVIOUS AREA 0 .20 AC TOTAL HYDROPERIOD BASIN AREA 4.35 AC LEGEND DE VELOPED GRASS AREA -~ DE VELOPED FORESTED CONDITIONS i1J~;l.~~itt DE VELOPED IMPERVIOUS AREA * UNDISTURBED WETLAND AREA NOT INCLUDED IN HYDROPERIOD ANALYSIS . ABBREVIATIONS: WN = WESTON NO RTH WESTON HEIGHTS NORTH DEVELOPED WETLAND HYDROPERIOD Sheet: WWHM2012-Wetland Fluctuation Report WWHM2012 PROJECT REPORT Project Name: IA'etlar_d !lydroperiod 160127 Site Name: Weston Heights Site Address: Kile Ave City : Re:-iton Report Date: %/? /2-:Jl 6 Gage St:a+.::ac Data Start : ~948/ 10/0:'._ Data End : :2009/09/30 Precip Scale: 1.17 Version : 20::_~,/02/16 PREDEVELOPED LAND USE Name : Predeveloµed Bypass: Ko GroundWater: No Pervious Land Use c, Forest, Mod c, Lawn, Flat Pervious Total Impervious Land Use ROADS FLAT Impervious Total Basin Total Element Flows To: Acres 2.39 1. 64 4.03 Acres 0 .12 0.12 4.15 Surface Interflow MITIGATED LAND USE Name : Developed Bypass: t~c GroundWater: Ne Pervious Land Use C, Forest, Mod c, Lawn, Flat Pervious Total Impervious Land Use ROADS FLAT Weston Heights North Technical Information Report Acres 3.01 1.14 4.15 Acres 0.2 Groundwater Impervious Total Basin Total Element Flows To: 0.2 4.35 Surface Interflow ANALYSIS RESULTS Wetland Hydroperiod Wetlands Fluctuation for POC 1 Average Annual Volume (acft) Month Predevel Mitigated Percent Pass/Fail Jan 83.5601 86.9170 104.0 Pass Feb 63.2200 66.2666 104.8 Pass Mar 54.1575 56.9560 105.2 Pass Apr 33.8289 35.8210 105.9 Pass May 18.5240 19.7525 106.6 Pass Jun 14.2424 15.0048 105.4 Pass Jul 9.8981 10.6035 107.1 Pass Aug 9.1697 9.6184 104.9 Pass Sep 9.0665 9.3872 103.5 Pass Oct 17.9055 17.3633 97.0 Pass Nov 53.2741 52.4182 98.4 Pass Dec 75.5175 77.4050 102.5 Pass Day Predevel Mitigated Percent Pass/Fail Janl 2.7430 2.8534 104.0 Pass 2 2.7092 2.7884 102.9 Pass 3 2. 512 6 2.6107 103.9 Pass 4 2.8627 2. 9740 103.9 Pass 5 2.9059 3.0093 103.6 Pass 6 3.0584 3.1707 103.7 Pass 7 2.8224 2.9184 103.4 Pass 8 2.8327 2. 9262 103.3 Pass 9 2.4328 2.5347 104.2 Pass 10 2.2725 2. 3652 104.1 Pass 11 2.4503 2. 5511 104.1 Pass 12 2.5436 2. 6594 104.6 Pass 13 3.0111 3.1398 104.3 Pass 14 3.0505 3.1595 103.6 Pass 15 2.7660 2.8722 103.8 Pass 16 2.7902 2. 8 977 103.9 Pass 17 2.7323 2.8478 104.2 Pass 18 2.9999 3.1201 104.0 Pass 19 2.B991 3.0167 104.1 Pass 20 2.6959 2. B032 104.0 Pass 21 2.4794 2.5859 104.3 Pass 22 2. 6825 2.8027 104.5 Pass 23 3.0014 3.1211 104.0 Pass 24 2.7711 2.8702 103.6 Pass Weston Heights North Technical Information Report Groundwater 25 2.4305 2.5326 104.2 Pass 26 2.4197 2.5290 104.5 Pass 27 2.3875 2.5004 104.7 Pass 28 2. 5203 2.6423 104.8 Pass 29 2.7496 2.8666 104.3 Pass 30 2. 6812 2.8084 104.7 Pass 31 2.6590 2.7690 104.1 Pass Fehl 2.4262 2.5359 104.5 Pass 2 2.1887 2.2876 104.5 Pass 3 2.1662 2.2711 104.8 Pass 4 1.8991 1.9977 105.2 Pass 5 2.0356 2.1533 105.8 Pass 6 2.1972 2.3083 105.1 Pass 7 2.6078 2.7387 105.0 Pass 8 2.6145 2.7341 104.6 Pass 9 2.2087 2.3179 104.9 Pass 10 1.9356 2. 0377 105.3 Pass 11 2.1449 2.2598 105.4 Pass 12 2.2049 2.3058 104.6 Pass 13 2.0175 2.1154 104.9 Pass 14 2.1635 2.2767 105.2 Pass 15 2.3941 2.5015 104.5 Pass 16 2.3948 2.5049 104.6 Pass 17 2.3224 2.4363 104.9 Pass 18 2.7174 2. 8362 104.4 Pass 19 2.4868 2.5887 104.1 Pass 20 2.2243 2.3342 104.9 Pass 21 2.0803 2.1826 104.9 Pass 22 2.0157 2.1201 105.2 Pass 23 2 .1781 2.2843 104.9 Pass 24 2.1322 2.2339 104.8 Pass 25 1. 9896 2.0836 104.7 Pass 26 2 .1143 2.2143 104. 7 Pass 27 2 .1150 2.2224 105.1 Pass 28 2.2285 2.3415 105.1 Pass 29 1.9059 2.0044 105.2 Pass Marl 1. 8695 1. 9637 105.0 Pass 2 2 .1162 2.2193 104.9 Pass 3 2. 127 6 2.2285 104.7 Pass 4 2.2343 2.3427 104.9 Pass 5 1.8870 1.9784 104.8 Pass 6 1.7340 1.8280 105.4 Pass 7 1. 6571 1.7591 106.2 Pass 8 1.9223 2.0242 105.3 Pass 9 1. 9731 2.0676 104.8 Pass 10 1. 9524 2.0541 105.2 Pass 11 2.1620 2.2708 105.0 Pass 12 1.9730 2. 0 618 104.5 Pass 13 1.8341 1.9234 104.9 Pass 14 1.8731 1.9703 105.2 Pass 15 1. 742 6 1.8322 105.1 Pass 16 1. 7716 1. 8597 105.0 Pass 17 1.7369 1. 832 9 105.5 Pass 18 1. 6771 1. 7601 105.0 Pass 19 1. 5238 1.6050 105.3 Pass 20 1.3688 1.4434 105. 5 Pass 21 1.5437 1.6436 106.5 Pass 22 1.7103 1. 8065 105.6 Pass 23 1. 6897 1.7777 105.2 Pass 24 1. 6292 1. 7066 104.7 Pass 25 1.5146 1.5882 104.9 Pass 26 1. 4484 1.5233 105.2 Pass 27 1. 362 9 1.4393 105.6 Pass Weston Heights North Technical Information Report 28 1. 4321 1.5121 105.6 Pass 29 1.4413 1.5171 105.3 Pass 30 1.3416 1. 4118 105.2 Pass 31 1. 2 912 1.3637 105.6 Pass Aprl 1.2031 1.2743 105.9 Pass 2 1.2292 1. 2 982 105.6 Pass 3 1.4703 1.5584 106.0 Pass 4 1. 5932 1. 6776 105.3 Pass 5 1. 4277 1.5050 105.4 Pass 6 1.2210 1. 2883 105.5 Pass 7 1.2380 1. 3139 106.1 Pass 8 1. 3309 1. 407 9 105.8 Pass 9 1. 2034 1.2700 105.5 Pass 10 1.1577 1.2253 105.8 Pass 11 1.1392 1.2042 105.7 Pass 12 1.1922 1.2654 106.1 Pass 13 1.1368 1.2038 105.9 Pass 14 1.0513 1.1166 106.2 Pass 15 1.2047 1. 27 91 106.2 Pass 16 1.2644 1.3280 105.0 Pass 17 0.9998 1.0551 105.5 Pass 18 1.1756 1.2543 106.7 Pass 19 1.2570 1. 3122 104.4 Pass 20 0.9942 1. 0472 105.3 Pass 21 0.9451 1. 0103 106.9 Pass 22 1.1374 1.2077 106.2 Pass 23 0.9987 1. 0579 105.9 Pass 24 0.8788 0.9316 106.0 Pass 25 0. 7714 0.8228 106.7 Pass 26 0. 8072 0. 8 689 107.6 Pass 27 0.7815 0. 8327 106.6 Pass 28 0.8216 0. 8813 107.3 Pass 29 0.9064 0.9602 105.9 Pass 30 0.8834 0.9340 105.7 Pass Mayl 0.8146 0.8594 105.5 Pass 2 0.7234 0. 7672 106.1 Pass 3 0.7039 0.7546 107.2 Pass 4 0.7335 0.7820 106.6 Pass 5 0.7237 0.7734 106.9 Pass 6 0.6674 0. 7119 106.7 Pass 7 0.6067 0.6482 106.8 Pass 8 0.5894 0.6303 106.9 Pass 9 0.5948 0.6358 106.9 Pass 10 0.6170 0. 6672 108.1 Pass 11 0.5564 0.5989 107.6 Pass 12 0.5951 0.6374 107.1 Pass 13 0.6041 0.6489 107.4 Pass 14 0.5836 0. 6227 106.7 Pass 15 0.5778 0. 6119 105.9 Pass 16 0.5337 0. 5718 107.1 Pass 17 0.5369 0.5784 107.7 Pass 18 0.5724 0.6180 108.0 Pass 19 0. 5710 0.6071 106.3 Pass 20 0.5182 0.5539 106.9 Pass 21 0.5125 0. 5471 106.8 Pass 22 0.5033 0.5448 108.3 Pass 23 0.4946 0.5343 108.0 Pass 24 0.4706 0.5038 107.1 Pass 25 0.4739 0.5185 109.4 Pass 26 0.4951 0.5241 105.9 Pass 27 0. 507 9 0.5349 105.3 Pass 28 0. 5618 0.5888 104.B Pass 29 0.5996 0. 6263 104.5 Pass Weston Heights North Technical Information Report 30 0. 5979 0.6163 103.1 Pass 31 0.5806 0. 5976 102.9 Pass Junl 0.6004 0. 6172 102.8 Pass 2 0.5982 0.6274 104. 9 Pass 3 0.5865 0.6154 104.9 Pass 4 0.5109 0.5358 104.9 Pass 5 0.5241 0.5587 106.6 Pass 6 0.6303 0. 6477 102.8 Pass 7 0.5774 0.5972 103.4 Pass 8 0. 57 66 0.6013 104.3 Pass 9 0.5866 0. 6113 104.2 Pass 10 0.5274 0.5552 105.3 Pass 11 0.5057 0.5314 105.1 Pass 12 0.4584 0.4785 104.4 Pass 13 0.4170 0.4425 106.1 Pass 14 0.4063 0.4375 107.7 Pass 15 0.4152 0.4464 107.5 Pass 16 0.4373 0.4724 108.0 Pass 17 0.4199 0.4459 106.2 Pass 18 0.3956 0.4247 107.4 Pass 19 0.3964 0.4291 108.3 Pass 20 0.4374 0.4605 105.3 Pass 21 0.4318 0.4480 103.8 Pass 22 0.4067 0.4312 106.0 Pass 23 0.4853 0.5189 106.9 Pass 24 0.4480 0.4598 102.6 Pass 25 0.3991 0.4185 104.9 Pass 26 0.3748 0.4001 106.B Pass 27 0. 370 9 0.4006 108.0 Pass 28 0.3681 0. 3962 107.6 Pass 29 0.3693 0. 3977 107.7 Pass 30 0.3923 0.4172 106.4 Pass Jull 0. 3715 0. 3 955 106.5 Pass 2 0.3610 0.3851 106.7 Pass 3 0. 34 7 9 0.3709 106.6 Pass 4 0.3485 0.3757 107.8 Pass 5 0.3339 0. 3571 107.0 Pass 6 0.3323 0.3599 108.3 Pass 7 0.3402 0. 367 6 108.1 Pass 8 0.3416 0.3708 108. 6 Pass 9 0.3339 0.3588 107.5 Pass 10 0.3199 0.3419 106.9 Pass 11 0.3344 0. 3629 108.5 Pass 12 0.3449 0.3654 105.9 Pass 13 0.3392 0.3601 106.1 Pass 14 0.3227 0.3387 105.0 Pass 15 0.3399 0.3708 109.1 Pass 16 0.3213 0.3408 106.1 Pass 17 0.3107 0.3297 106 .1 Pass 18 0. 3072 0.3298 107.4 Pass 19 0.3010 0.3230 107.3 Pass 20 0.2948 0.3157 107.1 Pass 21 0. 2980 0.3207 107.6 Pass 22 0. 2921 0.3132 107.2 Pass 23 0.2869 0.3069 107.0 Pass 24 0. 285 6 0.3063 107.2 Pass 25 0. 2 988 0.3269 109.4 Pass 26 0.2873 0.3070 106.9 Pass 27 0.2835 0. 3032 106.9 Pass 28 0.2769 0. 2 951 106. 6 Pass 29 0.2751 0. 2941 106.9 Pass 30 0.2745 0. 2926 106.6 Pass 31 0.2818 0.3025 107.3 Pass Weston Heights North Technical Information Report Augl 0.2813 0. 3042 108.2 Pass 2 0.3049 0.3226 105.8 Pass 3 0.2855 0.3021 105.8 Pass 4 0.2758 0.2904 105.3 Pass 5 0.2902 0.3117 107.4 Pass 6 0.2885 0. 3115 108.0 Pass 7 0.2744 0.2880 105. 0 Pass 8 0.2818 0.3032 107.6 Pass 9 0.2690 0.2837 105.5 Pass 10 0.2651 0.2833 106.8 Pass 11 0.2607 0.2792 107.1 Pass 12 0.2557 0.2731 106.8 Pass 13 0.2935 0.3143 107.1 Pass 14 0.3247 0. 3377 104.0 Pass 15 0.2920 0.3008 103.0 Pass 16 0.2925 0.3040 103.9 Pass 17 0.3120 0.3270 104.8 Pass 18 0.2945 0. 3112 105.7 Pass 19 0.2755 0.2881 104.6 Pass 20 0.2755 0.2965 107.6 Pass 21 0.2855 0.3098 108.5 Pass 22 0.3410 0. 360 9 105.8 Pass 23 0.3444 0.3501 101.7 Pass 24 0.3414 0. 340 9 99.9 Pass 25 0.3505 0.3513 100.2 Pass 26 0. 3272 0.3359 102. 6 Pass 27 0.2986 0.3082 103.2 Pass 28 0.3044 0.3168 104.1 Pass 29 0.3133 0.3128 99.8 Pass 30 0.2885 0.2968 102. 9 Pass 31 0. 2829 0 .2972 105.1 Pass Sepl 0.2818 0. 297 9 105.7 Pass 2 0.2649 0.2800 105.7 Pass 3 0.2810 0.2997 106.7 Pass 4 0.2587 0.2722 105.2 Pass 5 0 .2713 0.2908 107.2 Pass 6 0.2465 0.2570 104.3 Pass 7 0.2661 0.2854 107.3 Pass 8 0.2659 0.2772 104.3 Pass 9 0.2721 0. 2 94 9 108.4 Pass 10 0.2597 0.2759 106.2 Pass 11 0.2652 0.2706 102.0 Pass 12 0.2525 0. 2 652 105.0 Pass 13 0.2644 0. 2894 109.5 Pass 14 0.2478 0. 2658 107.3 Pass 15 0.2569 0. 2762 107.5 Pass 16 0.3463 0.3755 108.4 Pass 17 0.3285 0.3301 100.5 Pass 18 0.3278 0.3360 102.5 Pass 19 0.3146 0.3221 102.4 Pass 20 0.3152 0.3166 100.4 Pass 21 0.3942 0.3991 101.2 Pass 22 0.4552 0.4377 96.2 Pass 23 0.3714 0.3707 99.8 Pass 24 0.3180 0.3269 102.8 Pass 25 0.3202 0.3270 102.1 Pass 26 0.3047 0.3161 103.7 Pass 27 0.3497 0.3484 99.6 Pass 28 0. 3116 0. 3119 100.1 Pass 29 0.3716 0.3736 100.6 Pass 30 0.3468 0.3376 97. 3 Pass Octl 0.3370 0.3322 98.6 Pass 2 0. 32 94 0.3376 102.5 Pass Weston Heights North Technical Information Report 3 0.3590 0. 3714 103.5 Pass 4 0.3794 0. 3717 98.0 Pass 5 0.6622 0.6694 101.1 Pass 6 0.5517 0.5501 99.7 Pass 7 0.5764 0.5836 101.2 Pass 8 0.6355 0.6100 96.0 Pass 9 0.6238 0.5983 95.9 Pass 10 0.4975 0.4661 93.7 Pass 11 0.3969 0.3927 98.9 Pass 12 0. 382 9 0. 38 64 100.9 Pass 13 0.3533 0.3641 103.1 Pass 14 0.3660 0.3652 99.8 Pass 15 0.3655 0.3683 100.7 Pass 16 0.4480 0.4502 100.5 Pass 17 0.5083 0. 4877 95.9 Pass 18 0.5993 0.5724 95.5 Pass 19 0.9120 0.8832 96.8 Pass 20 0. 9762 0.9332 95.6 Pass 21 0.7848 0.7455 95.0 Pass 22 0. 6761 0.6374 94.3 Pass 23 0.6093 0.5795 95.l Pass 24 0.5B87 0.5680 96.5 Pass 25 0.6908 0.6507 94.2 Pass 26 0.7488 0. 7118 95.l Pass 27 0.7848 0.7261 92.5 Pass 28 0.8381 0.7874 93.9 Pass 29 0.8031 0.7701 95.9 Pass 30 0.7731 0.7555 97.7 Pass 31 0.7833 0.7544 96.3 Pass Novl 0.8828 0.8560 97.0 Pass 2 1. 132 6 1.0864 95.9 Pass 3 1.3244 1.2282 92. 7 Pass 4 1.1448 1. 0417 91. 0 Pass 5 1.3206 1.2589 95.3 Pass 6 1.3471 1. 2 806 95.1 Pass 7 1.1443 1.0887 95.1 Pass 8 1.2744 1.2302 96.5 Pass 9 1.4212 1.3733 96.6 Pass 10 1. 6837 1.6439 97. 6 Pass 11 1.8512 1.7812 96.2 Pass 12 1.7836 1. 7170 96.3 Pass 13 1.8537 1.7787 96.0 Pass 14 1.5832 1. 5346 96.9 Pass 15 1.5666 1.5344 97. 9 Pass 16 1. 61 78 1.5823 97.8 Pass 17 1. 6998 1.6613 97.7 Pass 18 2. 057 6 2. 0667 100.4 Pass 19 2.3915 2.3789 99.5 Pass 20 2.2344 2. 2116 99.0 Pass 21 1.9792 1.9702 99.5 Pass 22 2. 082 6 2 .1103 101.3 Pass 23 2. 9019 2.9154 100.5 Pass 24 2.9612 2.9930 101.1 Pass 25 2. 6232 2.6335 100.4 Pass 26 2.3597 2.3573 99.9 Pass 27 1.9725 1.9817 100.5 Pass 28 2.0196 2.0490 101.5 Pass 29 2.2769 2.3194 101.9 Pass 30 2.1939 2.2162 101.0 Pass Deel 2.3079 2. 3272 100.8 Pass 2 2.8916 2.9337 101.5 Pass 3 2. 6311 2.6640 101. 3 Pass 4 2.3432 2.3947 102.2 Pass Weston Heights North Technical Information Report 5 2.3360 2.3678 101.4 Pass 6 2.0890 2.1250 101.7 Pass 7 2.0435 2.0847 102.0 Pass 8 2 .1148 2.1701 102.6 Pass 9 2.3573 2.4166 102.5 Pass 10 2.4178 2.4762 102.4 Pass 11 2.5444 2.5989 102.1 Pass 12 2.5694 2. 6223 102.1 Pass 13 2.6401 2.6939 102.0 Pass 14 3.0557 3.1354 102.6 Pass 15 2.7431 2.8105 102.5 Pass 16 2.4663 2.5182 102.1 Pass 17 2.2397 2.2970 102. 6 Pass 18 2.0809 2.1458 103.1 Pass 19 2.4036 2.4877 103. 5 Pass 20 2.4839 2.5477 102. 6 Pass 21 2.3052 2.3657 102.6 Pass 22 2.3251 2. 3955 103.0 Pass 23 2.2466 2. 3116 102.9 Pass 24 2.1462 2.2270 103.8 Pass 25 2.5632 2.6587 103.7 Pass 26 2.9059 2.9964 103.1 Pass 27 2.3743 2. 442 9 102.9 Pass 28 2.3438 2.4457 104 .3 Pass 29 2.9308 3.0287 103.3 Pass 30 2.4225 2. 5019 103.3 Pass 31 2. 345 9 2. 438 6 104.0 Pass This prcgrdm and accompa~yi~g documc~tatioc arc provided 'as-is' without warra~ty of any kind. The cnt~re r~sk regarding the performance and results of t~is pr8gram i~ assur.ted by End User. Clear Creek Solutiocs Ice. and the governr.tental l:_c:er1see OI subl:_censees disclaim n.l warra~1ties, either expressed or ir.tplicd, includirq bc.t not ~imited to implieci wciriar:tle~ of prcgr2m acd accompanying documentat~on. ln no event shal~ Cledr Creek Solut~ons Inc. be l~ablc fa~ any damages whatsoever (includ~~g witho~t :imitatio~ to damages ~or less cf business profits, las~ cit tlusir1ess ~~format~o~. busi~ess in~erruption, and the like) arisir1g out o[ Lhe use of, or ~Gab~lity to use this program even it Clear :~eek 2olulions Inc. or their authorized representa~ivcs have been advised of the possibility c~ such damages. Software Copyright :e by : c::ear Creek Scl·Jticns, Tnc. L~:0.)-2016; All Righls ?.eserved. Weston Heights North Technical Information Report WWHM2012 -Site Information •i... .. ----;au • ... 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' "" ... .. - • SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Weston Heights North Technical Information Report Conveyance System Analysis and Design The project is proposing to tie into the Weston Heights conveyance systems. A new conveyance system will be installed beneath the sidewalk along the Nile Ave NE frontage improvements. An existing conveyance system is located at the curb line, restricting the location of the proposed conveyance system. Shallow inlets will be installed at the curb line and will tightlined back to catch basins beneath the sidewalk. The system will tie into the Weston Heights system at the intersection of the Weston Heights developments' roadway and Nile Ave NE. Yard drains, installed in Lots 3 -6 will be tightlined to a conveyance system along the private drive on the east basin. The new conveyance system will then tie into the Weston Heights conveyance system, also along the private drive. Yard drains will be installed on Lot 2, and the roof downspout of Lot 3 will be connected to an existing conveyance system along NE 7th Pl. This conveyance will tie into the Olympus Villa conveyance system, directing this runoff into Pond 'A'. The KCSWDM requires that the conveyance flows tributary to each catch basin be calculated with KCRTS using 15-minute timesteps. The KCRTS also requires that the 25-year peak design flows be contained within the conveyance system with no surcharge. The 100-year peak design flows must also be analyzed, and it must be demonstrated that any surcharge during the 100-year peak design event must not cause or aggravate a flooding problem. Conveyance calculations for this project are provided in Appendix 5A. For simplicity of the calculation, and in order to provide a conservative design, the calculations only analyze the 100-year storm event, and show that there is no surcharge during that event. Weston Heights North Technical Information Report APPENDIX 5A CONVEYANCE CALCULATIONS Weston Heights North Technical Information Report C 0 t • D C .'2, "' m D • > 0 <J) " 0 --" ::, (L O'.) N ,;f Ci) 0 N n N _o • "- N ED 0 1"=100' Scale II ,,?, ::,s ===:--: BASIN lASI I ., ( N (4 tsl 0 ,,_ __ _ ROOF/OW AREA TO Elo'.SIN #7 r,1 N N ll) ROOF/OW IIRE/1, TO BASJN #7 \!) _BASIN / -----. ( "'i3r--~ ·~ #8: ~ 1n N Ci) :,5'/ (9, " r=o i:A~,~ QYl~'I'~ ,, © ® '° ® I d i~ ~,t -f , I ~1 ~ ---l~c>-~ 0 "' It) ~ I 100 Feet Ci) 0 0 BASINI! D #3 L.-N --""' ·"\ \ © r ' ~- © ~ ® __ (~ lRl~~/0 ~ ~v ,r, I © I 0\ 520 UNDISTURBED WETLAND AREA 1 tt=· , o,,,,. .1 @ #10 0J BASIN #11 @ JOA Design JOA Drawn 2/23/16 Date 349-007-15 Project No. R:\Projects\349 (prospect developmerit)\007-1.S (Wesfon North)\Dwg\figures\TIR Figures\Bosin Map -Conveyance.dwg 11x17 .tll.. !m CMEogheericg '. , · Projec!M"nogement ' Plcnnlng 172-4 W. Mc~nc View Dnve,Suite 1,4(); Everett. WashJ!lllrof' 98201 Office: 425...-06.65-33 Fa>: 425.486.6593 www.<doer1gn~.com BASIN NAME BAS1N #1 BAS)N #2 BAS1N #3 BAS)N #4 BASIN #5 BASIN #6 BASIN #7 BASIN #8 BASIN #9 BASIN #10 BASIN#11 IMERVIOUS LAWN TOTAL AREA AREA AREA 0.09 AC 0.1 0 AC 0. 72 AC 0.1 0 AC 0.73 AC 0. 14 AC 0.34 AC 0.55 AC 0.05 AC 0.24 AC 0.47 AC WESTON HEIGHTS NORTH DEVELOPED CONVEYANCE Sheet: ------- Conveyance Cctlcu I al ions to be pro"J"ided fer final rev_::_cw. Weston Heights North Technical Information Report SECTION 6 SPECIAL REPORTS AND STUDIES Weston Heights North Technical Information Report Special Reports and Studies A geotechnical report was prepared by The Riley Group, Inc. for the project on January 29'", 2015. A copy of this report is included in Appendix 6A. A copy of the Olympus Villa LUA 10-090 TIR has been attached as Appendix 6B. The Olympus Villa Pond 'A' was utilized as part of this project. A copy of the Olympus Villa original design and As-Built plans has been attached as Appendix 6C. The Olympus Villa Pond 'A' was utilized as part of this project. Weston Heights North Technical Information Report Weston Heights North Technical Information Report APPENDIX 6A GEOTECHNICAL REPORT ••• ,~ RILEYGROUP GEOTECHNICAL ENGINEERING REPORT PREPARED BY: THE RILEY GROUP, INC. 17522 BOTHELL WAY NORTHEAST BOTHELL, WASHINGTON 98011 PREPARED FOR: WESTON HEIGHTS, LL( 15 LAKE BELLEVUE DRIVE, SUITE 102 BELLEVUE, WASHINGTON 98005 RGI PROJECT No. 2016-009 WESTON NORTH 702 NILE AVENUE NORTHEAST RENTON, WASHINGTON JANUARY 29, 2016 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 • Fox 425.415.0311 www.riley-group.com January 29, 2016 Mr. Robert Fitzmaurice Weston Heights, LLC 15 Lake Bellevue Drive, Suite 102 Bellevue, Washington 98005 ••• I~ RILEYGROUP Subject: Geotechnical Engineering Report Weston North 702 Nile Avenue Northeast Renton, Washington RGI Project No. 2016-009 Dear Mr. Fitzmaurice: As requested, The Riley Group, Inc. (RGI) has performed a Geotechnical Engineering Report (GER) for the Weston North short plat located at 702 Nile Avenue Northeast, Renton, Washington. Our services were completed in accordance with our proposal PRP2016-017 dated January 20, 2016, and authorized by Mr. Jeff Hamilton, COO of Weston Heights, LLC. The information in this GER is based on our understanding of the proposed construction, and the soil and groundwater conditions encountered in the hand augers completed by RGI at the site on January 22, 2016. RGI recommends that you submit the project plans and specifications to RGI for a general review so that we may confirm that the recommendations in this GER are interpreted and implemented properly in the construction documents. RGI also recommends that a representative of our firm be present on site during portions of the project construction to confirm that the soil and groundwater conditions are consistent with those that form the basis for the engineering recommendations in this GER. If you have any questions or require additional information, please contact us. Respectfully submitted, THE RILEY GROUP, INC. Senior Project Engineer Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 + Fax 425.415.0311 www.riley-group.com " Ricky R. Wang, PhD, PE Principal Engineer Geotechnica/ Engineering Report Weston North, Renton, Washington January 29, 2016 RGI Project No. 2016-009 TABLE OF CONTENTS 1.0 11\TRODl!CTIOI\ ............................................................................................................................... I 2.0 PROJECT DESCRIPTION ............................................................................................................... I 3.0 FIELD EXPLORATION AND LABORATORY TESTING .......................................................... I 4.0 5.0 3. 1 FIELD EXPLORATION .................................................................................................................................. 1 3.2 LABORATORY TESTING .. . .................................................... 2 SITE CONDITIONS ........................................................................................................................... 2 4.1 SURFACE ................... .. 4.2 GEOLOGY 4.3 SOILS ... 4.4 GROUNDWATER .... 4.5 SEISMIC CONSIDERATIONS ................ . 4.6 GEOLOGIC HAZARD AREAS .... . .. ....... 2 ......... 2 .................... 3 .. ... 3 .. ....... 3 .. . .4 DISCUSSION AND RECOM'.\IENDATIONS ................................................................................. 4 5.1 GFOTECHNICAL CONSIDERATIONS 5.2 EARTHWORK ............................ . 5.2.1 Erosion and Sediment Control 5.2.2 Stripping 5.2.3 Excavations .. 5.2.4 Site Preparation .. 5.2.5 Structural Fill .. 5.2.6 Cut and Fill Slopes .................. . 5.2.7 Wet Weather Construction Considerations ... 5.3 FOUNDATIONS .............. . 5.4 RETAINING WALLS ............ . 5.5 SLAB-ON-GRADE CONSTRUCTION ................. . 5.6 DRAINAGE 5.6.1 Surface .... 5.6.2 Subsurface .................... . 5.6.3 Infiltration. 5. 7 UTILITIES ..... . 5.8 PAVEMENTS ...... 4 .. .. 4 .... 4 .............. 5 . ........ 6 .. .. 6 .. ...... 7 .. ....... 8 .. ..... 8 ......... 9 .. ..... 10 .. .................... 10 ... 11 .. ... 11 . ... 11 .. ....... 11 .. ........... 11 ..... 11 6.0 ADDITIONAL SERVICES .............................................................................................................. 12 7.0 Ll'\11T ATIOI\S ................................................................................................................................. 12 LIST OF FIGURES AND APPENDICES Figure 1 ..................................................................................................................... Site Vicinity Map Figure 2 ............................................................................................... Geotechnical Exploration Plan Figure 3 ..... . ....................... Typical Retaining Wall Drainage Detail Figure 4 .................................................................................................... Typical Footing Drain Detail Appendix A....................... . .................................... Field Exploration and Laboratory Testing ••• ..... RILEYGROUP Geotechnical Engineering Report Weston North, Renton, Washington Executive Summary ii January 29, 2016 RGI Project No. 2016-009 This Executive Summary should be used in conjunction with the entire Geotechnical Engineering Report (GER) for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the GER must be read in its entirety for a comprehensive understanding of the items contained herein. Section 7.0 should be read for an understanding of limitations. RGl's geotechnical scope of work included the advancement of 3 hand augers to a maximum depth of 3.5 feet below existing site grades. Based on the information obtained from our subsurface exploration, the site is suitable for development of the proposed project. The following geotechnical considerations were identified: Soil Conditions: The soils encountered during field exploration includes soft to medium stiff silt with some sand and medium dense silty sand with some gravel . Groundwater: Light groundwater seepage was encountered between depths of 8 to 18 inches bgs during our subsurface exploration. Foundations: Foundations for the proposed building may be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill. Slab-on-grade: Slab-on-grade floors and slabs for the proposed building can be supported on medium dense to dense native soil or structural fill. Pavements: The following pavement sections are recommended: , For heavy truck traffic areas: 3 inches of Hot Mix Asphalt (HMA) over 6 inches of crushed rock base (CRB) , For general parking areas: 2 inches of HMA over 4 inches of CRB ••• I ,,a RILEYGROUP Geotechnica/ Engineering Report Weston North, Renton, Washington 1.0 Introduction January 29, 2016 RGI Project No. 2016-009 This Geotechnical Engineering Report (GER) presents the results of the geotechnical engineering services provided for the Weston North short plat in Renton, Washington. The purpose of this evaluation is to assess subsurface conditions and provide geotechnical recommendations for the construction of single family residences. Our scope of services included field explorations, laboratory testing, engineering analyses, and preparation of this GER. The recommendations in the following sections of this GER are based upon our current understanding of the proposed site development as outlined below. If actual features vary or changes are made, RGI should review them in order to modify our recommendations as required. In addition, RGI requests to review the site grading plan, final design drawings and specifications when available to verify that our project understanding is correct and that our recommendations have been properly interpreted and incorporated into the project design and construction. 2.0 Project description The project site is located at 702 Nile Avenue Northeast in Renton, Washington. The approximate location of the site is shown on Figure 1. The site is currently occupied by a single family residence with a shop to the west and a grass field to the east of the residence. RGI understands that the parcel will be subdivided into six lots with construction of five new single family residences. The existing residence and shop will remain on Lot 1. Our understanding of the project is based on conversations with the client, and a site plan that was forwarded to us by SDA dated October 24, 2015. At the time of preparing this GER, building plans were not available for our review. Based on our experience with similar construction, RGI anticipates that the proposed building will be supported on perimeter walls with bearing loads of two to four kips per linear foot, and a series of columns with a maximum load up to 20 kips. Slab-on-grade floor loading of 250 pounds per square foot (psf) are expected. 3.0 Field Exploration and Laboratory Testing 3.1 FIELD EXPLORATION On January 22, 2016, RGI excavated three hand augers. The approximate exploration locations are shown on Figure 2. Field logs of each exploration were prepared by the geologist that completed the excavation. These logs included visual classifications of the materials encountered during excavation. The hand augers logs included in Appendix A represent an interpretation of ••• ll'II RILEYGRDUP Geoterhnicol Engineering Report Weston North, Renton, Washington 2 January 29, 2016 RGI Project No. 2016,009 the field logs and include modifications based on laboratory observation and analysis of the samples. 3.2 LABORATORY TESTING During the field exploration, a representative portion of each recovered sample was sealed in containers and transported to our laboratory for further visual and laboratory examination. Selected samples retrieved from the hand augers were tested for moisture content and grain size analysis, to aid in soil classification and provide input for the recommendations provided in this GER. The results and descriptions of the laboratory tests are enclosed in Appendix A. 4.0 Site Conditions 4.1 SURFACE The subject site is a rectangular-shaped parcel of land approximately 2.3 acres in size. The site is bound to the north by Northeast 7th Place, to the east by residential property and a private road, to the south by a wetland and residential properties, and to the west by Nile Avenue Northeast. The existing site houses a shop and a single family residence that are located within the western section of the site. A handful of trees are located along the western portion of the south property line with a cluster of 20 foot tall bamboo stalks to the northeast of the house. The remaining area (central to eastern portion of the site) is occupied by a large grassy field, where the proposed new single family residences would be constructed. The site is relatively flat with an overall elevation difference of approximately 6 feet, increasing in elevation towards the east. 4.2 GEOLOGY Review of the Geologic Map of the Renton Quadrangle King County, Washington, by D.R. Mullineaux, (1965) indicates that the soil in the project vicinity is mapped as Ground moraine deposits (Qgt), which is mostly thin ablation till over lodgment till, deposited by Puget glacial lobe. Lodgment till generally compact, coherent, unsorted mixture of sand, silt, clay and gravel: commonly termed hardpan. Ablation till similar, but much less compact and coherent. Highly variable in thickness and in relative proportion of lodgment to ablation till; lodgment till generally 5 to 30 feet thick, ablation till 2 to 10 feet. North of Cedar River, till is mostly sand, is relatively friable and locally less than 5 feet thick. Between Renton and Lake Youngs, lodgment till locally is thin, but ablation till is relatively thick and grades to stratified drift. Moderately drumlinized, forms undulating, locally irregular surface characterized by southeast-ward-trending hills and swales, commonly overlain by thin sand, clay or peat. Surface drainage is locally poor. Lodgment till is nearly impermeable and relatively difficult to excavate, but relatively stable in cut slopes. These descriptions are generally similar to the findings in our field explorations. II• ·~-RILEYGROUP Geotechnirnl Engineering Report Weston North, Renton, Washington 4.3 SOILS 3 January 29, 2016 RGI Project No. 2016-009 The soils encountered during field exploration include silt with some sand to silty sand with some gravel. Hand auger locations HA-2 and HA-3 encountered dense to very dense soils that contained large gravels and cobbles that prevented further advancement in depth. More detailed descriptions of the subsurface conditions encountered are presented in the hand auger logs included in Appendix A. Sieve analysis was performed on two selected soil samples. Grain size distribution curves are included in Appendix A. 4.4 GROUNDWATER Light groundwater seepage was encountered between 8 to 18 inches bgs during our subsurface exploration. The groundwater appears to be perched over the top of a medium stiff SILT layer. Surface water was also observed in the grassy field during the exploration. It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the explorations were performed. In addition, perched water can develop within seams and layers contained in fill soils or higher permeability soils overlying less permeable soils following periods of heavy or prolonged precipitation. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the logs. Groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.5 SEISMIC CONSIDERATIONS Based on the 2012 International Building Code (IBC), RGI recommends the follow seismic parameters for design. Site Soil Class 1 Site Latitude Site Longitude Table 1 2012 IBC Parameter Short Period Spectral Response Acceleration, Ss (g) !-Second Period Spectral Response Acceleration, 51 (g) Adjusted Short Period Spectral Response Acceleration, 5Ms (g) Adjusted 1-Second Period Spectral Response Acceleration, SM1 (g) Value C' 47.494016° N 122.141161 ° W 1.387 0.521 1.387 0.677 1. Note: In general accordance with Chapter 20 of ASCE 7. The Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. • •• llW RILEY GROUP Geotechnico/ Engineering Report Weston North, Renton, Washington 4 January 29, 2016 RGI Project No. 2016-009 2. Note: The 2012 IBC and ASCE 7 require a site soil profile determination extending to a depth of 100 feet for seismic site classification. The current scope of our services does not include the required 100 foot soil profile determination. Hand augers extended to a maximum depth of 3.5 feet, and this seismic site class definition considers that very dense soil continues below the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. RGI reviewed the results of the field and laboratory testing and assessed the potential for liquefaction of the site's soil during an earthquake. Since the site is underlain by glacial till, RGI considers that the possibility of liquefaction during an earthquake is minimal. 4.6 GEOLOGIC HAZARD AREAS Regulated geologically hazardous areas include erosion, landslide, earthquake, or other geological hazards. Based on the definitions in the Renton Municipal Code, the site does not contain geologically hazardous areas. There are not mapped coal mine hazards, steep slopes or landslide hazard on the site or in the near vicinity of the site. A wetland is mapped on the parcel to the south of the site and appears to extend slightly into the site. 5.0 Discussion and Recommendations 5.1 GEOTECHNICAL CONSIDERATIONS Based on our study, the site is suitable for the proposed construction from a geotechnical standpoint. Foundations for the proposed building can be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill. Slab-on- grade and pavements can be similarly supported. Detailed recommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 EARTHWORK The earthwork is expected to include installing underground utilities excavating and backfilling the residence foundations and preparing sidewalk, driveway and frontage improvement roadway subgrades. 5.2.1 EROSION AND SEDIMENT CONTROL Potential sources or causes of erosion and sedimentation depend on construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, ••• ·~-RILEYGROUP Geotechnical Engineering Report Weston North, Renton, Washington 5 January 29, 2016 RGI Project No. 2016-009 construction sequencing and weather. The impacts on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. RGI recommends the following erosion control Best Management Practices (BMPs): , Scheduling site preparation and grading for the drier summer and early fall months and undertaking activities that expose soil during periods of little or no rainfall , Retaining existing vegetation whenever feasible , Establishing a quarry spall construction entrance ,. Installing siltation control fencing or anchored straw or coir wattles on the downhill side of work areas , Covering soil stockpiles with anchored plastic sheeting ,. Revegetating or mulching exposed soils with a minimum 3-inch thickness of straw if surfaces will be left undisturbed for more than one day during wet weather or one week in dry weather ,. Directing runoff away from exposed soils and slopes ,. Minimizing the length and steepness of slopes with exposed soils and cover excavation surfaces with anchored plastic sheeting (Graded and disturbed slopes should be tracked in place with the equipment running perpendicular to the slope contours so that the track marks provide a texture to help resist erosion and channeling. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected.) ,. Decreasing runoff velocities with check dams, straw bales or coir wattles ,. Confining sediment to the project site ,. Inspecting and maintaining erosion and sediment control measures frequently (The contractor should be aware that inspection and maintenance of erosion control BMPs is critical toward their satisfactory performance. Repair and/or replacement of dysfunctional erosion control elements should be anticipated.) Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. 5.2.2 STRIPPING Stripping efforts should include removal of pavements, vegetation, organic materials, and deleterious debris from areas slated for building, pavement, and utility construction. The hand augers encountered eight to 14 inches of topsoil and rootmass. Deeper areas of stripping may be required in forested or heavily vegetated areas of the site . ••• ·~-RILEYGROUP Geotechnica/ Engineering Report Weston North, Renton, Washington 5.2.3 EXCAVATIONS 6 January 29, 2016 RGI Pro;ect No. 2016-009 All temporary cut slopes associated with the site and utility excavations should be adequately inclined to prevent sloughing and collapse. The site soils consist of dense native soils. Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the temporary side slopes should be laid back with a minimum slope inclination of l.SH:lV (Horizontal:Vertical) where groundwater seepage is encountered and 3/4H:1V in the underlying dense soils. If there is insufficient room to complete the excavations in this manner, or excavations greater than 20 feet in depth are planned, using temporary shoring to support the excavations should be considered. For open cuts at the site, RGI recommends: ,.. No traffic, construction equipment, stockpiles or building supplies are allowed at the top of cut slopes within a distance of at least five feet from the top of the cut ,.. Exposed soil along the slope is protected from surface erosion using waterproof tarps and/or plastic sheeting ,.. Construction activities are scheduled so that the length of time the temporary cut is left open is minimized ', Surface water is diverted away from the excavation ,.. The general condition of slopes should be observed periodically by a geotechnical engineer to confirm adequate stability and erosion control measures In all cases, however, appropriate inclinations will depend on the actual soil and groundwater conditions encountered during earthwork. Ultimately, the site contractor must be responsible for maintaining safe excavation slopes that comply with applicable OSHA or WISHA guidelines. 5.2.4 SITE PREPARATION Once stripping, clearing and other preparing operations are complete, the footings should be excavated into the native soils. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non-yielding, non-organic soils and backfilled with compacted structural fill. In order to maximize utilization of site soils as structural fill, RGI recommends that the earthwork portion of this project be completed during extended periods of warm and dry weather if possible. If earthwork is completed during the wet season (typically November through May) it will be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork will require additional mitigative measures beyond that which would be expected during the drier summer and fall months . ••• ·~-RILEYGROUP Geotechnrcal Engineering Report Weston North, Renton, Washington 5.2.5 STRUCTURAL FILL 7 January 29, 2016 RGI Project No. 2016-009 RGI recommends fill below the foundation and floor slab, behind retaining walls, and below pavement and hardscape surfaces be placed in accordance with the following recommendations for structural fill. The suitability of excavated site soils and import soils for compacted structural fill use will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines cannot be consistently compacted to a dense, non-yielding condition when the moisture content is more than 2 percent above or below optimum. Optimum moisture content is that moisture that results in the greatest compacted dry density with a specified compactive effort. Non-organic site soils are only considered suitable for structural fill provided that their moisture content is within about two percent of the optimum moisture level as determined by ASTM D1557. Excavated site soils may not be suitable for re-use as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. Even during dry weather, moisture conditioning (such as, windrowing and drying) of site soils to be reused as structural fill may be required. Even during the summer, delays in grading can occur due to excessively high moisture conditions of the soils or due to precipitation. If wet weather occurs, the upper wetted portion of the site soils may need to be scarified and allowed to dry prior to further earthwork, or may need to be wasted from the site. The native soils were over the optimum moisture content during our explorations. The native soils may require moisture conditioning even in the drier summer months. If on- site soils are or become unusable or earthwork will be completed in wet weather, it may become necessary to import clean, granular soils to complete site work that meet the grading requirements listed in Table 2 to be used as structural fill. Table 2 Structural Fill Gradation U.S. Sieve Size 4inches No. 4 sieve No. 200 sieve *Based on minus 3/4 inch fraction. • •• ·~-RILEYGROUP Percent Passing 100 75 percent 5 percent* Geotechnical Engineering Report Weston North, Renton, Washington 8 January 29, 2016 RGI Project No. 2016-009 Prior to use, an RGI representative should observe and test all materials imported to the site for use as structural fill. Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted as specified in Table 2. The soil's maximum density and optimum moisture should be determined by ASTM D1557. Table 3 Structural Fill Compaction ASTM D1557 Minimum Moisture Content Location Material Type Compaction Range Percentage Foundations On-site granular or approved 95 +2 -2 imported fill soils: Retaining Wall Backfill On-site granular or approved 92 +2 -2 imported fill soils: Slab-on-grade On-site granular or approved 95 +2 -2 imported fill soils: General Fill (non-On-site soils or approved 90 +3 -2 structural areas) imported fill soils: Pavement -Subgrade On-site granular or approved 95 +2 -2 and Base Course imported fill soils: Placement and compaction of structural fill should be observed by RGI. A representative number of in-place density tests should be performed as the fill is being placed to confirm that the recommended level of compaction is achieved. 5.2.6 Cur AND FILL SLOPES All permanent cut and fill slopes (except interior slopes of detention pond) should be graded with a finished inclination no greater than 2H:1V. The interior slopes of the detention pond must be graded with a slope gradient no steeper than 3H:1V. Upon completion of construction, the slope face should be trackwalked, compacted and vegetated, or provided with other physical means to guard against erosion. Final grades at the top of the slopes must promote surface drainage away from the slope crest. Water must not be allowed to flow in an uncontrolled fashion over the slope face. If it is necessary to direct surface runoff towards the slope, it should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe of the slope. All fill placed for slope construction should meet the structural fill requirements as described in Section 5.2.5. 5.2.7 WET WEATHER CONSTRUCTION CONSIDERATIONS RGI recommends that preparation for site grading and construction include procedures intended to drain ponded water, control surface water runoff, and to collect shallow subsurface seepage zones in excavations where encountered. It will not be possible to ••• I~- RILEYGRouP Geotechnica/ Engineering Report Weston North, Renton, Washington 9 January 29, 2016 RGI Project No. 2016-009 successfully compact the subgrade or utilize on-site soils as structural fill if accumulated water is not drained prior to grading or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on-site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork phases of the project. Free water should not be allowed to pond on the subgrade soils. RGI anticipates that the use of berms and shallow drainage ditches, with sumps and pumps in utility trenches, will be required for surface water control during wet weather and/or wet site conditions. 5.3 FOUNDATIONS Following site preparation and grading, the proposed residence foundations can be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill. Loose, organic, or other unsuitable soils may be encountered in the proposed building footprint. If unsuitable soils are encountered, they should be overexcavated and backfilled with structural fill. Perimeter foundations exposed to weather should be at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. Finished grade is defined as the lowest adjacent grade within 5 feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. Table 4 Foundation Design Design Parameter Allowable Bearing Capacity -Structural Fill Dense native soils Friction Coefficient Passive pressure (equivalent fluid pressure) Minimum foundation dimensions 1. psf = pounds per square foot 2. pcf" pounds per cubic foot Value 2,500 psf1 4,000 psf 0.30 250 pcf2 Columns: 24 inches Walls: 16 inches The allowable foundation bearing pressures apply to dead loads plus design live load conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity may be used. At perimeter locations, RGI recommends not including the upper 12 inches of soil in the computation of passive pressures because they can be affected by weather or disturbed by future grading activity. The passive pressure value assumes the foundation will be constructed neat against competent soil or backfilled with ••• I.,. RILEYGROUP Geotechmcol Engineering Report Weston North, Renton, Washington 10 January 29, 2016 RGI Project No. 2016-009 structural fill as described in Section 5.2.5. The recommended base friction and passive resistance value includes a safety factor of about 1.5. With spread footing foundations designed in accordance with the recommendations in this section, maximum total and differential post-construction settlements of 1 inch and 1/2 inch, respectively, should be expected. 5.4 RETAINING WALLS If retaining walls are needed for the residences, RGI recommends cast-in-place concrete walls be used. The magnitude of earth pressure development on retaining walls will partly depend on the quality of the wall backfill. RGI recommends placing and compacting wall backfill as structural fill. Wall drainage will be needed behind the wall face. A typical retaining wall drainage detail is shown in Figure 3. With wall backfill placed and compacted as recommended, and drainage properly installed, RGI recommends using the values in the following table for design. Table 5 Retaining Wall Design Design Parameter Allowable Bearing Capacity-Structural Fill Dense native soils Active Earth Pressure (unrestrained walls) At-rest Earth Pressure (restrained walls) Value 2,500 psf 4,000 psf 35 pd 50 pd For seismic design, an additional uniform load of 7 times the wall height (H) for unrestrained walls and 14H in psf for restrained walls should be applied to the wall surface. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 5.3. 5.5 SLAB-ON-GRADE CONSTRUCTION Once site preparation has been completed as described in Section 5.2, suitable support for slab-on-grade construction should be provided. RGI recommends that the concrete slab be placed on top of medium dense native soil or structural fill. Immediately below the floor slab, RGI recommends placing a four-inch thick capillary break layer of clean, free-draining sand or gravel that has less than five percent passing the U.S. No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, an 8-to 10-millimeter thick plastic membrane should be placed on a 4-inch thick layer of clean gravel. ••• ·~-RILEYGROUP Geotechnical Engineering Report Weston North, Renton, Washington 11 January 29, 2016 RGI Project No. 2016·009 For the anticipated floor slab loading, we estimate post-construction floor settlements of 1/4-to 1/2-inch. For thickness design of the slab subjected to point loading from storage racks, RGI recommends using a subgrade modulus (Ks) of 150 pounds per square inch per inch of deflection. 5.6 DRAINAGE 5.6.1 SURFACE Final exterior grades should promote free and positive drainage away from the residences. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. For non-pavement locations, RGI recommends providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the building perimeter. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. 5.6.2 SUBSURFACE RGI recommends installing perimeter foundation drains. A typical footing drain detail is shown on Figure 4. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 5.6.3 INFILTRATION Infiltration is not feasible on the site due to the presence of nearly impermeable soils and shallow groundwater conditions. 5.7 UTILITIES Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. For site utilities located within the right-of-ways, bedding and backfill should be completed in accordance with City of Renton specifications. At a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 5.2.5. Where utilities occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM D1557. As noted, soils excavated on site may not be suitable for use as backfill material. Imported structural fill meeting the gradation provided in Table 2 may be necessary for trench backfill. 5.8 PAVEMENTS Pavement subgrades should be prepared as described in Section 5.2 and as discussed below. Regardless of the relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proofrolled with heavy construction equipment to verify this condition . ••• ·~-RILEYGROUP Geotechnica/ Engineering Report Weston North, Renton, Washington 12 January 29, 2016 RGI Project No. 2016-009 With the pavement subgrade prepared as described above, RGI recommends the following pavement sections for parking and drive areas paved with flexible asphalt concrete surfacing. , For heavy truck traffic areas: 3 inches of Hot Mix Asphalt (HMA) over 6 inches of crushed rock base (CRB) , For general parking areas: 2 inches of HMA over 4 inches of CRB The asphalt paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for HMA and CRB surfacing. Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, surface drainage gradients of no less than 2 percent are recommended. Also, some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. 6.0 Additional Services RGI is available to provide further geotechnical consultation throughout the design phase of the project. RGI should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. RGI is also available to provide geotechnical engineering and construction monitoring services during construction. The integrity of the earthwork and construction depends on proper site preparation and procedures. In addition, engineering decisions may arise in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this scope of work. If these services are desired, please let us know and we will prepare a cost proposal. 7.0 Limitations This GER is the property of RGI, Weston Heights, LLC, and its designated agents. Within the limits of the scope and budget, this GER was prepared in accordance with generally accepted geotechnical engineering practices in the area at the time this GER was issued. This GER is intended for specific application to the Weston North project in Renton, Washington, and for the exclusive use of Weston Heights, LLC and its authorized representatives. No other warranty, expressed or implied, is made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The scope of services for this project does not include either specifically or by implication any environmental or biological (for example, mold, fungi, bacteria) assessment of the ••• ·~-RILEYGROUP Geotechmcal Engineering Report Weston North, Renton, Washington 13 January 29, 2016 RGI Project No. 2016-009 site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, we can provide a proposal for these services. The analyses and recommendations presented in this GER are based upon data obtained from the test exploration performed on site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, RGI should be requested to reevaluate the recommendations in this GER prior to proceeding with construction. It is the client's responsibility to see that all parties to the project, including the designers, contractors, subcontractors, are made aware of this GER in its entirety. The use of information contained in this GER for bidding purposes should be done at the contractor's option and risk. • •• . ,. RILEYGROUP ' [ \ .t ----- lJ.J z \ \ \ \ !f,--....,. IG:: -•-~, -+-J "7i .a NE 7TH PL /;:/ lJ.J z ~ ,<:( I ,......~..,_-;.:-;-;:-:~t-::=--I~ --+----1 ST u Cl:: USGS, 2014, Mercer Island, Washington USGS, 2014, Renton, Washington 7.5-Min ute Quad rang le I I • Corporate Office 17522 Bothell Way Northeast I l. Bothell, Washington 98011 RGI Project Number 2016-009 Approximate Scale: 1"=1000' 0 500 1000 Weston North Site Vicinity Map 2000 Figure 1 Date Drawn: 01/2016 RILEYGROUP Phone, 425.415.0551 Fax: 425.415.0311 Address: 702 Nile Avenue Northeast, Renton, Washington 98059 7TH PL ;;; +-00.06 " .14 RT) AVE NE '+50.00 0.00 T) I s.E cno,~ 1 , --R~s·--+-- 1 ' - i I I ~1 : I I I I ) j Ill~ L ~! . . ~ z' I e[ ROVEt.lENTS_; iJ N HEIGHTS 25+53.91 (22.06 RT) / '°/ INE • ~ r -------+-_ 7 , 00 222.8' ...... 01~ BEGIN IMPROVEMENTS MATCH INTO EXISTING STA 6+20.47 (13.54 RD (i) 32,018 SF '%.,'' .·. C'-t,., "i6i.~·· .. ' ' \ • " li,"I = HA-1 to HA-3 excavated by RGI, 1/22/16 ~- c----. · ·: 25' ~ ~ / Drawn from Roadway and Drainage Plan by SDA, Civil Engineers NE 7TH PL o+rio _,_ ---- 0 7,385 SF II'!-. HA-1 ' 80.29' c,rr-,, I ""11.~" """"'" TRACT B I 0 ;;:1·· 7200 SF : ~ 0 0 7 5 : ... , "" ·-~DI!:-· ;::; 7,173 sr =- -SETBACK ;·06'-{1::"P) 26' 0 l ~I~ u~ "'om > "'" -oo ~ o:: ... · ' +-' 60.05' 9---;lj_a!~-- 17,539 SF I "• _.,.,J_ .... \ ~ . --:-1---: --_,.-----...:::.~ ~.:;;;:;... \ \ ..; : ....... ~ ------_:,,~-I-------- > .Ji. -_.., -~. ' I , .. ' \ '·· \ \ \ ··- ---. . ' ' ?ROPOSED 5' TRAIL ~ Approximate Scale: 1"=80' 0 40 80 I I • Corporate Office 17522 Bothell Way Northeast Weston North RGI Project Number 2016-009 Geotechnical Exploration Plan 11•00 ---, -- .01• I MATCH INTO EXISTI STA 1: +66.96 (13.14 RT) Iii t~ 160 ~ Figure 2 Date Drawn: 01/2016 I ..... Bothell, Washington 98011 • .,... Phone: 425.415.0551 RILEYGRQUP Fax 425.415.0311 Address: 702 Nile Avenue Northeast, Renton, Washington 98059 12" Minimum Wide Free-Draining Gravel Filter Fabric Material " / /, I I • Corporate Office 17522 Bothell Way Northeast I ~ WI Bothell, Washington 98011 RILEYGROUP Phone: 425.415.0551 Fax: 425.415.0311 Slope to Drain Not to Scale Weston North Excavated Slope (See Report for Appropriate lncliniations) Compacted Structural Backfill (Native or Import) Figure 3 RGI Project Number 2016-009 Retaining Wall Drainage Detail Date Drawn: 01/2016 Address: 702 Nile Avenue Northeast, Renton, Washington 98059 Building Slab I I • Corporate Office 17522 Bothell Way Northeast I ~. Bothell, Washington 98011 RILEYGROUP Phone, 42S.415.0551 Fax: 425.415.0311 . 4" Perforated Pipe 3/4" Washed Rock or Pea Gravel Not to Scale RGI Project Number 2016-009 Weston North Typical Footing Drain Detail Figure 4 Date Drawn: 01/2016 Address: 702 Nile Avenue Northeast, Renton, Washington 98059 Geotechnicol Engineering Report Weston North, Renton, Washington APPENDIX A January 29, 2016 RGI Project No. 2016-009 FIELD EXPLORATION AND LABORATORY TESTING On January 22, 2016, RGI performed field explorations using a hand auger. We explored subsurface soil conditions at the site by excavating three hand augers to a maximum depth of 3.5 feet below existing grade. The hand augers locations are shown on Figure 2. The hand augers locations were approximately determined by measurements from existing property lines and paved roads. A geologist from our office conducted the field exploration and classified the soil conditions encountered, maintained a log of each test exploration, obtained representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS). Representative soil samples obtained from the explorations were placed in closed containers and taken to our laboratory for further examination and testing. As a part of the laboratory testing program, the soil samples were classified in our in house laboratory based on visual observation, texture, plasticity, and the limited laboratory testing described below. Moisture Content Determinations Moisture content determinations were performed in accordance with ASTM D2216-10 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (ASTM D2216) on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The moisture content of typical sample was measured and is reported on the hand augers logs. Grain Size Analysis A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses was determined using D6913-04(2009) Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis (ASTM D6913) on two of the samples. • •• . , .. RILEYGROUP LOP'P'ed Bv: PL Date: 1122/2016 Hand Auger Depth (ft) Soil Description Sample HA-1 Surface Grass Depth (moisture) 3" -1.6' Dark brown Gravelly SAND, trace silt, loose 8" (16%) to medium dense, moist (SP) 1.6' -2.4' Brown Silty SAND, trace gravel, medium 2' (57%) dense, wet (SM) 2.4' -3.2' Brown to gray SAND with little silt to gravelly SAND with little silt, medium dense, wet (SM) 3.3' -3.5' Brown SILT with some sand, medium stiff to stiff, moist to wet {Ml) 3.5' (31%) Terminated at 3.5 feet due to obstructions Groundwater seepage encountered at 8" HA-2 Surface Grass 3" -1.2' Dark brown silty SAND with gravel, loose to medium dense, moist (SM) 1.2' -1.6' Brown to grey gravelly SAND (SP) to sandy 1.6' (17%) GRAVEL (GP), medium dense, moist Terminated at 1.6 feet due to obstructions Groundwater seepage encountered at 10" HA-3 Surface Grass 3" -8" Dark brown silty SAND with gravel, loose to 8" (40%) medium dense, wet (SM) 8" -2' 2' (37%) Brown silty SAND with gravel, medium dense wet (SM) Terminated at 2 feet due to obstructions. Groundwater seepage encountered at 18". I I • Corporate Office Weston North 17522 Bothell Way Northeast RGI Project Number I I Date Drawn: I ~ • Bothell, Washington 98011 2016-009 Hand Auger Logs 01/2016 RILEYGRQUP Phone: 425.415.0551 Fax: 425.415.0311 Address: 702 Nile Avenue Northeast, Renton, Washington 98059 THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 GRAIN SIZE ANALYSIS PHONE: (425) 415-0551 FAX: (425) 415-0311 ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Weston North PROJECT NO. 2016-009 TECH/TEST DATE PL WATER CONTENT {Delivered Moisture} Wt Wet Soil & Tare (gm) (wl) Wt Dry Soil & Tare (gm) (w2) Weight of Tare (gm) (w3) Weight of Water (gm) (w4=wl-w2) Weight of Dry Soil (gm) (wS=w2-w3) Moisture Content(%) (w4/w5)'100 % COBBLES 0.0 % C GRAVEL 0.0 % F GRAVEL 1.3 % C SAND 2.7 % M SAND 6.7 % FSAND 6.S % FINES 82.8 % TOTAL 100.0 D10 (mm) D30(mm) D60(mm) Cu Cc 12" 3· 2· 1 75·· % 100 . r 90 80 1 p 70 ' A 60 -I. I s 50 I I 40 ! s 30 ' I ' I, 20 N 10 G 0 1000 100 DESCRIPTION ISIL I w,th some sand uses ML I Prepared For: Weston Heights, lLC SAMPLE ID/TYPE HA-1 5-3 SAMPLE DEPTH 3.5' 1/22/2106 DATE RECEIVED 1/22/2016 Total Weight Of Sam12le Used For Sieve Corrected For Hy:grosco12ic Moisture 347.8 Weight Of Sample (gm) 268 5 Tare Weight (gm) 8.5 IW6) Total Dry Weight (gm) 79.3 SIEVE ANALYSIS 260.0 Cumulative 31 Wt Ret (Wt Tare} {%Retained} % PASS + Tare l(wt ret[wWlOO} UQO-%ret) 12.0'' 8.5 0.00 0.00 100.00 3.0" 8.5 0.00 0.00 100.00 2.5" 2.0" 1.5" 8.5 0.00 0.00 100.00 1.0" 0.75" 8.5 0.00 0.00 100.00 0.50" 0.375" 8.5 0.00 0.00 100.00 #4 11.8 3.30 1.27 98.73 #10 188 10.30 3.96 96.04 #20 #40 36.1 27.60 10.62 89.38 #60 #100 47.4 38.90 14.96 85.04 #200 S3 1 44.60 17.15 82.85 PAN 268.S 260.00 100.00 0.00 375·· "' #10 #20 #40 #60 #100 #200 j i -+ r ! I ' ' ' I I I I ! I -· - I ' I I 10 1 0.1 0.01 Grain size in millimeters Reviewed By: KMW II• ll .. RILEYGROUP I 258.5 8.5 260.0 cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay ~ - . 0.001 THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 GRAIN SIZE ANALYSIS PHONE: (425) 415-0551 FAX: {425) 415-0311 ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Weston North PROJECT NO. 2016-009 TECH/TEST DATE PL WATER CONTENT {Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) Wt Dry Soil & Tare (gm) (w2) Weight of Tare (gm) (w3) Weight of Water (gm) (w4=wl-w2) Weight of Dry Soil (gm) (wS=w2-w3) Moisture Content(%} (w4/w5)'100 % COBBLES 0.0 % C GRAVEL 0.0 % F GRAVEL 15.4 % CSAND 11.7 % MSAND 13.9 % F SAND 21.6 % FINES 37.4 % TOTAL 100.0 DlO (mm) § D30(mm) 060 (mm) Cu Cc 12"" 3' 2 1" 75· % 100 . __J_ f 90 i TT--~ , I 80 '! ' ' p 70 - ! i I ' ' A 60 i I ' s so I 40 I I ' s 30 I 20 I ' ' ' I N 10 ' I ' G 0 1000 100 DESCRIPTION Silty SAND with some grawl uses SM Prepared For: Weston Heights, LLC SAMPLE ID/TYPE HA-2 S-2 SAMPLE DEPTH 2' 1/22/2106 DATE RECEIVED 1/22/2016 Total Weight Of Sam~le Used For Sieve Corrected For H~groscoJ;!iC Moisture 122.0 Weight Of Sample (gm) 238.0 Tare Weight (gm) 8.4 (W6) Total Dry Weight (gm) 84.0 SIEVE ANALYSIS 229.6 Cumulative 37 Wt Ret (Wt-Tare} {%Retained] % PASS +Tare Hwt ret/'.w6)*10Dl {100-%ret} 12.0" 84 0.00 0.00 100.00 3.0" 8 4 0.00 0.00 100.00 2.5'' 2.0" 1.5" 84 0.00 0.00 100.00 1.0" 0.75" 8.4 0.00 0.00 100.00 0.50" 0.375" 17.6 9.20 4.01 95.99 #4 43.8 35.40 15.42 84.58 #10 70.7 62.30 27.13 72.87 #20 #40 102.G 94.20 41.03 58.97 #60 #100 133.2 124.80 54.36 45.64 #200 152 1 143. 70 62.59 37.41 PAN )38.0 229.60 100.00 0.00 375" #4 #10 #20 #40 #60 #100 #200 . -~-" . -·--·' i [_ ' -• -- '-I' ... ' ;_ I ! ' -·--~ ~ --I I : I ~ ' _;_ '' i I I ii ! i I I 10 1 0.1 0,01 Grain size in millimeters Reviewed By: KMW ••• . ,. RILEYGROUP 238.0 8.4 229.6 cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine grave! coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay I _, C 0.001 APPENDIX 68 OLYMPUS VILLA LUA 10-090 Weston Heights North Technical Information Report OLYMPUS VILLA LUA 10-090 Utility Permit #U110042 NE 7th PLACE and NILE AVENUE NE Renton, Washington Technical Information Report April 20, 2011 Revised June 14, 2011 Revised July 18, 2011 Prepared for: camwest Olympus Villa, LLC 9720 NE 120"' Place Kirkland, Washington 98034 (425) 825-1955 x-142 office (425) 825-1565 fax Submitted/Prepared by: Offe Engineers, PLLC Attn: Darrell Offe, P.E. 13932 SE 159"' Place Renton, Washington 98058-7832 (425) 260-3412 office (425) 988-0292 fax CITY OF RENTON RECEIVED JUL 2 5 2011 to:3()ahj PLAN REVIEW o RF'ITCW RECEI', U JUL 2 l> 2011 PLAN REVIEW 3'587 Project Description The purpose of this report is to present a final conclusion for the storm drainage control and treatment of this 11-lot proposed plat of Olympus Villa in Renton, Washington. This project is a proposed single family plat located in the Renton Highlands at the intersection of Nile Avenue NE and (proposed) NE 7"' Street. The project also takes access off the existing road of Pasco Place NE within the City limits of Renton. The Olympus Villa project is a proposal to create 11 single family lots from an existing 6.72 acre (292,483 sq. feet) parcel zoned R-4. Approvals for the project allows for Lots 1-7 can be clustered using the R-8 zoning; and Lots 8-11 are to use the R-4 zoning requirements. The project currently consists of over-grown pasture land with sparse trees. On the east side of the property is a large Class 2 wetland that extends off the property to the south and east. No work is proposed within this Class 2 wetland, mitigation and wetland creation is proposed within the buffer. There are no existing buildings on the property. The existing King County Tax Parcel number is 112305-9065. The parcel is bounded to the West by Nile Avenue NE; to the north by large parcels with single family homes; to the east and south by resent single family developments. Review of Resources Critical Drainage Area Map • Maplewood Creek Sub Basin • Cedar River / Lake Washington Watershed Flood plain/floodway (FEMA) Maps • There is no mapped floodplain in the immediate area per the available FEMA map. Sensitive Areas • Wetlands -There are two wetlands located on the project; they consist of a Class 2 wetlands to the east side of the property that continues off site to the south and east, there is a smaller Class 3 wetland on the west side of the property. See the Sensitive Areas study prepared by Ed Sewall and Assoc. as part of the preliminary plat submittal package. • Streams and 100 Year Flood Plains -There are no streams or floodplains on or near the project. • Erosion Hazard Areas -There are no landslide hazard areas on this project. • Landslide Hazard Areas -There are no designated sensitive slopes on or adjoining the property. • Seismic Hazard Areas -The area is not mapped as a seismic hazard area. • Coal Mine Hazard Areas -The property does not appear to be located within a designed coalmine hazard area. U.S. Department of Agriculture, King County Soils Survey • The soils on the site are classified as Alderwood gravelly and loam (AgB), 5 to 10 percent slopes. These soils types are described in the Soil Survey of King County Area, Washington (Soil Conservation Service [SCS], 1973). Alderwood soils are characterized as gravelly sandy loam to a depth of 12 inches and gravelly, sand loam with organics between 12 and 27 inches. This gravelly, sand loam structure is underlain by weekly to strongly consolidate till to a depth of 60 inches. Permeability is moderately rapid in the surface layers and very slow in the till layer, runoff is slow to medium, and the potential for erosion is moderate. Soil Logs can be found as part of Appendix G of this report. Flow Control / Water Quality design - The project would be required to meet the 2009 KC Drainage Manual (Modified by the City of Renton) for design and sizing. The area is designated as Forest Condition pre- existing condition. A wetpond shall be designed for this treatment. Field Inspection Offe Engineers has visited the site on several occasions during the fall of 2010 and winter of 2011. The most resent visit occurred the morning of April 20, 2011 as part of the downstream analysis. The weather conditions were dry, cool, and partly cloudy. The property has two separate drainage basins both of which are within the Maplewood Creek sub-basin; westerly Basin A slopes from the extension of Pasco Place NE on the east towards Nile Ave to the west, Basin B is the area east of Pasco Place which slopes towards the east and southeast. Basin A flows westerly and collects into the roadside ditch along the east side of Nile Ave. This ditch is very flat with a grade towards the south. A grade break (high point) is located within the ditch at approximately station 22+00 along Nile Ave. The entire drainage from Basin A sheet flows into this ditch then continues south along Nile Ave towards NE 4th Street, approximately 2600 feet south. Along the ditch line are several cross culverts for access and the intersection of NE 6th Street. Near NE 6th St. the ditch is enclosed within conveyance pipes for about 150 feet then continues within the open ditch. During the several site visits, there is no indication of overtopping or capacity problems within the open ditch ( culvert) system. Basin B sheet flows towards the east and into the larger Class 2 wetlands on site. The drainage then continues within the wetland area towards the SE corner of the property and is collected with a bird-cage structure just west of Rosario Ave NE {structure #18575) as part of the plat of Maureen Highlands approximately 700 feet downstream. This structure is part of an overall drainage and pond system for this plat. The flow then continues within a 24" convey pipe into large storm water pond (#P1194), 1050 feet downstream. The pond then discharges at the SE corner of NE 6th Street and Shadow Place NE into a drainage swale (corridor) -which is along the easterly boundary of Maureen Highlands. The drainage swale is heavily over-grown with small alders and blackberries. A site inspection from the end of NE 50-, and from neighboring yards shows no indication that flooding of structures is occurring within this corridor. Actual walking of the corridor was limited by fences and lack of easement. The drainage reaches this corridor then continues south an additional 1250 feet to NE 4th Street. No signs of overtopping or flooding appears within the Basin B downstream system to NE 4th Street. Photos of both these systems can be found in this report under Appendix A, figure 4. Mitigation The project proposes to use the 2009 King County Drainage Manual (with the City of Renton Modification) for storm water treatment of the targeted impervious and for the Pollution Generating Impervious Surfaces (P.G.I.S.). The proposed storm water mitigation for this development is to: (i) utilize full dispersion of Lot 1 with a 100' fiow path within the wetland buffer/open space; (ii) provide lot area BMP's for each individual building permit -consisting of 10% of the lot area of impervious surface. BMP's can be sheet flow, gravel trench, splash blocks, etc.; (iii) provide a water quality/detention facility <wetpond> within Tract A; (iv) set aside 30% Open Space; (v) provide 10' perforated pipe connection to storm system. Other mitigations were considered -full Dispersion and/or infiltration are not available for lots (2-11). The soils were not conducive to infiltration and fiow path lengths were not available for dispersion. The high ground water elevation within the project limited the choices of BMP's on the lots. Review of the 8 Core and 6 Special Requirements within Table 1.1.2A of the 2009 King County Surface Water Design Manual: Offe Engineers has reviewed the Core and Special Requirements in Chapter 1 of the King County Surface Water Design Manual, and addresses each of the requirements as follows: Core Requirement No. 1 -Discharge at Natural Location The current property has two points of discharge; Basin A -westerly basin -the property sheet flows to the west and into the drainage ditch along Nile avenue NE, Basin B ---easterly basin - fiows east into the large wetlands then fiows to the southeast corner (this drainage break is approximately along the easterly side of the proposed extension of Pasco Place NE). The easterly basin -this area will be set-aside as open space with the only development being lot 1 which will utilize full dispersion of runoff continuing into the existing wetlands and flowing to the southeast; the westerly basin -this fiow will be collected into a wet pond and discharged into the existing roadside ditch along Nile Avenue NE. Core Requirement No. 2 -Offsite Analysis There are no upstream basins that contribute to the site. Nile Avenue NE has a ridge line (high point) just to the north of the property. This property appears to be the northerly extents of the basin on Nile Ave that fiows into Maplewood Creek. The wetland to the east is proposed to be left un-disturbed with no changes occurring in this basin. Core Requirement No. 3 -Flow Control The proposed project will be required to provide detention for the impervious areas. A storm water facility is proposed on the westerly side to collect and discharge fiows per the 2009 Manual. All the proposed roadways onsite (NE 7tn and Pasco Ave NE) will be collected and conveyed to the storm water facility. lot 1 on the east will utilize full dispersion with a 100 foot flow path for flow control within the easterly basin. The pond was sized for the impervious runoff of: Wetpond area = 9,583 square feet; roadways/sidewalks/driveways = 31,509 sq. ft.; and from lots 2-11 = 36,000 square feet (OR 3,600 square feet average). Note: the impervious area from lots 2-11 is area released to the storm conveyance system. 10% of lot area impervious surface shall be mitigated on each lot reducing the amount being discharged into the pond. lot area for 2-11 = 73,297 sq. feet; (10% lot BMP = 7,330 sq. ft.); maximum impervious of each lot 4,000 sq. ft. = 40,000 sq. feet. Therefore, the maximum impervious from lots to pond would be 40,000 -7,330 = 32,670 sq. feet. Pond was sized fgr ~.nno sq. ft. Pond is oversized. Core Requirement No. 4 -Conveyance System The proposed on-site conveyance improvements will include curb, catch basins and a pipe network for collection of surface runoff from landscape, driveways, roadways, and sidewalks. Roof downspouts will be connected via tight line to the conveyance system. Core Requirement No. 5 -Erosion and Sediment Control A Temporary Erosion and Sediment Control Plan implementing the Best Management Practices will be designed as part of the final engineering plans for the project in accordance with City of Renton requirements. Core Requirement No. 6 -Maintenance and Operations The Maintenance and Operations of BMP's can be found within Appendix E. A declaration of Covenant shall be recorded on the plat to allow for inspection and maintenance of storm water BMP's. Core Requirement No. 7 -Financial Guarantees and Liability The Financial Guarantees and Liabilities will be required prior to the project being finalized by the City of Renton. Core Requirement No. 8 -Water Quality The project will provide water quality treatment as a wetpond within the stormwater facility located within Tract A. Two water quality cells are provided: Cell #1 providing 3,450 cubic feet; and Cell #2 providing 6,440 cubic feet of treatment. The calculations for water quality treatment can be found in the Appendix of this report. Special Requirement No. 1 -Adopted Area-Specific Requirements There is no special overlay or requirements within the City of Renton that affect this property. Special Requirement No. 2 -Floodplain/Floodway Delineation This requirement does not apply. Special Requirement No. 3 -Flood Protection Facilities This requirement does not apply. Special Requirement No. 4 -Source Controls This requirement does not apply because the project is located in the basic water quality treatment area. Special Requirement No. 5 -Oil Control This requirement does not apply. Special Requirement No. 6 -Aquifer Protection Area The project is located outside the zone 1 and 2 aquifer protection areas. APPENDIX A -DRAINAGE CONTROL PLAN B -STORM WATER CALCULATIONS C-DOWNSTREAM REVIEW D-GROUNDWATER PROTECTION AREA MAP E -DRAFT DECLARATION OF COVENANT-Inspection and Maintenance F-TIR WORKSHEET G-SOIL LOGS (by Associated Earth Sciences, Inc.) A -DRAINAGE CONTROL PLAN --rr 1-1-~~11i am CITY OF ~ RENTON ---OlYWPlJS VIUA Pl,\T \LUAl0-090) ~~JNJ1o'W I I • M::-' ' 11f !I 11 ! I t \'\; II . l \~.-, , __ I___,,__,,_ I - IM"~i \! I ~- f I I ~ t -............ - \ \ ,Y+=\\ .\ LJ I I • l i t, -· -........... __ c= ii'!,e:· .. ·- ; -···- "\ -J' f!tt't: ' -~ _I __ I J_ !! . ! I I : I ! ! 'I !Ii ,1, • !, .... ! ~ e. "')!:Ill<> ; t ••• H11 i .. ~ _, .f T.t i'" r r ~ • "'Jl: I OLYMPUS VILLA PLAT : , I I ~ ::_~Ml/VEST OLYMPUS VILLA LLC 1~ ROAD/STORM PLAN & PROFILE I 1 , / I/ j ;_j I/, ' ~ ! 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I '°'''"'-""'""""'""'"' --='-""''"' -- -z 0 i= u w "' ~ 0 ~ '"'""'"..,,.,,..,=·-""""' ""'-'"'""'"'~~= ... e e e e I , . • • ' ' r--- 1 L__ (OG!J-Ol't'm~ lYld YTllJi Sl"ldJ'U.10 ---I ® ,':!Ir', 311.::IOHd '8 NVld ~c!OlS/0\i~''"'· ~111 o, :i11 '\1111, snd~A 101S3Mtw:i f , 1 Vld vi11A sndl'JA 10 1 : : " . - n - • • • = i .. • ;· 1 ., ~, j ' ' ., I 1 I l > i I I I --. - .I .I.I .I •• ,I • I l 8 -STORM WATER CALCULATIONS Vl C CI) CI) )> '!2 z z~ 0 [Tl C z [Tl 2'; 0 z ?::: )> cl I I Nil£ A~ N.£. ~ / -~ / I /" ,; I I I I r I f I Nil£ A\IE N.£. ~ ,, ~ I \ II C ~ C m f i z I m I I f I --I I ii it ii ii NILE AVE N.1 NE: NILE: AVE' .. I t ·- /I 1--r / f I " I ;o rn I CJ Q rn 5 't) rn I CJ <fl C I aJ 'ti f z OJ ' i I ==-' f I I I \ I ~~ ~ -- I ~I I PASCO PL NE '" 01 ' I I -u i ' ?J ' ['"\ I 0 r:2_ r'1 s u r'1 0 iJ) i' C OJ ~· $> \JJ y- <fl z I I OJ I I I I I I I I ! i I I I I \ I L BREAKDOWN OF BASINS Existing Site Conditions Total Till Till Area Grass Forest Welland Notes IBasinA 2.88 ac 0.00 ac 2.78 ac 0.10 ac KCRTS Input Parameters IBasinB 3.84 ac 0.00 ac 2.46 ac 1.38 ac KCRTS Input Parameters 6.72 ac Developed Site Conditions Basin A Total Max. Design Till Till Area lmpervioui Impervious Grass Forest Wetland Notes Public RNV 49,144sf 24,444 sf 17,635 sf O sf o sf B' Planter; 5' Sidewalk, 26' paved section Sidewalk/ DW 7,065 sf D sf D sf 0 sf Lal 2 5,612 sf 3,766 sf 3,600 sf 2,012 sf O sf o sf Lal 3 5,455 sf 3,489 sf 3,600 sf 1,B55sf 0 sf 0 sf Loi 4 8,467 sf 4,000 sf 3,600 sf 4,667 sf 0 sf O sf Lot 5 7,013 sf 4,000 sf 3,600 sf 3,413 sf O sf Ost Lot6 7,013 sf 4,000 sf 3,600 sf 3,413 sf O sf O sf Lot 7 7,013 sf 4,000 sf 3,600 sf 3,413sf o sf Os Lot B B, 161 sf 4,000 sf 3,600 sf 4,581 sf o sf O sf Lot 9 8,181sf 4,000 sf 3,600 sf 4.581 sf O sf O sf Loi 10 8,181 sf 4,000 sf 3,600 sf 4,581 sf 0 sf o sf Lot 11 8,1B1sf 4,000 sf 3,600 sf 4.581 sf o sf O sf Del Pond Traci 13,199sf 9,583 sf 3,616 sf Totals (Sq. Feet) 135,640 sf 77,092 sf 58,548 sf Osf Osf Totafs (Acres) 3.12ac 1.77 ac 1.35 ac o.ooac 0.00 ac KCRTS lnout Parameters Design 3.11 Acres Ma~mum Impervious calculation -R-6 (75%) for lots 1-7; R-4 (55%) for lots 8-11. Then reducing an additional 10% lo obtain maximum impervious allowed by 2009 Manual. Maximum Impervious is either lot area* max. allo'Ned by zoning OR 4,000 sq. feet whichever is less Basin 'A' -Existing Basin Conditions: Existing Forest Area = Existing Wetland Area = Total Basin Area = 2.78 Ac. 0.10 Ac. 2.88 Ac. Basin 'A' Developed Basin Conditions: Total R-0-W Area = (Assume 70% Impervious Impervious R-0-W Area= Landscaped R-0-W Area = Total Lot Area= 1.03 Ac. 0.72 Ac. 0.31 Ac. 1.74Ac. (Max. per lot coverage restriction) Impervious Lot Area = 0.83 Ac. Landscaped Lot Area = 0.91 Ac. Total Detention Pond Tract= 0.35 Ac (Max. water surface assumed impervious/ Impervious Tract Area = 0.22 Ac. Landscape Tract Area= 0.13 Ac. Total Impervious Area = Total Landscape Area = Total Basin Area= Existing Basin Summary: Existing Area -Basin 'A' = Existing Area -Basin 'B' = Existing Area -Total Site= 1 77 Ac. 1.35 Ac. 3.12Ac. 2.88 Ac. 3.84 Ac. 6.72 Ac. Basin 'B' -Existing Basin Conditions: Existing Forest Area = Existing Wetland Area = Total Basin Area = 2.46 Ac. 1.38 Ac 3.84 Ac Basin 'B' Developed Basin Conditions: Remaining Forest Area= 2.22 Ac. (Lot #1 fully dispersed, assumed forest) Remaining Wetland Area = 1.38 Ac. (Wetland Areas to remain undisturbed) Total Basin Area = Developed Basin Summary: Developed Area -Basin 'A'= Developed Area -Basin '8' = Developed Area -Total Site = 3.60 Ac. 3.12 Ac 3.60 Ac. 6.72 Ac Basin 'A' -Existing Basin Conditions r ,iJ, land Use Summary Area Till Forest 2.78 acres Till Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.1 0 acres Total 2.88 acres Scale Factor: 1.00 Hourly Reduced Time Series: A~Predev.ts~ Compute Time Series Modify User Input File for computed Time Series [.TSF] '------------------ r·.Jc)v! ,·rtqut:-.cy t-.r.alyc,:.:: :'J.!l,l' :'(-,rJe::; File:a-prf::"!e·;.t __ ~f cr=ject socation.Sea-Tac ---Ar:r,ua:. Peak Flo,,, Ea"Ces-~-aw r=eqGen:y ~na!1·~:s r~i-.,.,. P.a:.i:o '."'..ank Time ::if Fec:.k -:c,-,d k -~ ;:., ·, c-.<c · .1 r : :" r · c~-5 [, l y (J O t . J.:· u 1J9 .2t ::-,np · e r-,-..._~r.:o n :' /Ci9/:J": 11~15.-02 P/7G/'.:4 1/0'.;/J'.J 121JE l ~ ;,:CJ.I lJ f, l OS.,08 : J lJ : :,c : JO : ,'.) 0 :DU : ,:, 0 : c:,n : C (J . l c!G . -:, c· ~ . :, J (!. (:. ( » ')_) J:) ? Basin 'A' -Developed Basin Conditions r ~ Land Use Summary Area Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 1.35 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Welland 0.00 acres Impervious 1.77 acres Total Scale Factor : 1.00 Hourly 3.12 acres Reduced Time Series: A-Dev.ts~ Compute Time Series Modify User Input File for computed Time Series (.TSF] Fl~~ F::egue~cy ~nai;s~s Ti1.e ::Ce: tf'S F1l~:a-~1e': -::sf f'r,)1ect lc.·-:2l..1.':.i1: Stc'c1-Tc1: ? » _____ J ---1·,nnual Pe6k ll~w R~t~~--- K,;:.·.~ Ti moc, cif r''c'C:.1. C1ccQ.JPr1cv k1c1l\'S1~.------- 1 er·:;. ( . 'i ~.(J C . ~ ~ (1 C. 6 6:0. 0.~6G 0. 5 64 :, 5?2 'J.<:,.'t' ::_ . l;:, ::orr.putec .:Cp,1k · ?/C'· i(\] :00 /r. 2 16: :J'} //2 1c::a ·•::,::i ·. [' /? /(IL / (1 f : [,(] . 0 1) : CG l( :2 :(,G C·OCI ; -'U /:::,fi .c;: n r, Fc•d '•-:'[,''., ::1.r,·: '.J. f, . 4 I' :: ? C . ' .l' l [ Basin 'A• Pond Design Facility Definition T'{?P ( f Fac,]-.ty: Si,:je Sloi:,e: ;;·cmd Dot. '::u.r, Leng tr.: Pvne:. Roll.om viidt.h: Pond Bctt:::,m Area: Tep Ared ~L: tt. 7B: Effe~t.:..ve ~ro!~ge ~cp~ti: 3tage D ~l~vaticn. S'::ora,:;rc '..'c,l·..:.rr.c: ?.15eT Jcead: R:.ser Jisrneter:: '.·Jdr:-Jx~r of orifices: Crifice He.:..g!lt 1ft, O. C ,:, CJctcntion [·ond 3. (I[) ll: l ',' 65. n tt c:, .• ::n ft 3.:,t_,_ sq. :t l(;C,"15. SC. :'t c,.;:::31 acr~s ft :: l l..:: ::, 3474C. c,. I ()8 ·1:- l'' cc 2 ft cu. ft ac·~ lt ft 111~-hP:'S Fu:l H~~rl ~lEl~ Disch2rge Ci.ameter ( 1n: S3 .Rtl ,:cps 1 : in: :J. OSD ~I 11 :i 4 L' T0:ci Nctct'. "tic1::: Ncme :Jut:l,)'.-J Rat_:_nr~ Cc:rve: None Stage/Storage/Discharge Performance Staq(: Elevaticn ~to::.-age :-;1~c:1c.:.c;e Fer.cola! ,,_111 , fc.: fl. JD 0.0~ ~l . ,.,_ :1. O.:A ·=I.():-> Q.% ::, ... :n .27 C. 11 8/ C. 9·. .. ()'/ 1 •• - . 3--; 1 . ~ "/ 1 . r, 7 1 '• l. 1. .CJ' 2. ;_. _ .. (ft:, 51:.2:, ~-l :;_. 2 6 ~1: .n 511. :;:::.; ~d. 29 5 1 l . 30 :ill. ~n 511.32 : .i.l . 4 2 .: ~ 1 . 52 :J. 1 . b2 "l: 1 . Cl? '..>IL .U2 51?. 17 ':",12. ~: 51 7. l? c..1:'. :,12.61 c,)?. 7 _-; ~,12.82 ::, 1?. '?2 5 i 3. c::: 51 :, . ·.2 '.:13 . .:.2 513.<! : 1) e,_-.- '! . (,2 .?2 C: _:_4 l~,J ::, 14. 1 ~· 5 J 4 (cu fl) 3 6. 7?. 100. '. 44. ! 8C. 2 :i:. 2S.2 Sl tl. 992 1 3 7 ·; l 7 6:1 21"17. 2 S l:'l . __:cn2. .;t.1 ; ,J :·::;: ·16? S. :C 146. :: 5::; 'l. GC' 1 . l'.:: 4 , ;,~ ~(l. e,_;:..:::;. l::d:C:. ta -,4 C,. -· 14r,. .:. ;: 02 0. 1 ·1cs0q .:. ~ 1 J 8. (a~-ft1 (c:s:, o.coo 0.000 O.COl C.u82 O.CC-2 .DC:3 0. cc-:: IJ. CC 3 0. 00 t, IJ. OIJ S .006 • Cl". ~ 0. 02::. 0 )2 .040 . GU:< .004 ('. OU'.:J .OJS r~. c1c_·, S n. Gi. 9 0. 8_.:. . J:. 3 r; l 4 J~':' ,~-17 r.~J6S c:18 r. JJ:J9 [). ::it.:; ,1 . 'J. :,:;:2 lJ~ O.·n3 . ld :,. c,:·4 .l:'i• J.C25 CJ. J r: r. , . 2~ G IJ l f,] ',. ·=?_ ·1 n.:""'J .C22 l::14 ·,. (';;[) ~J.h[. l;::'Si ,j JC, .(H"i . OJJ . ? ':_,--: . u 3? 0:0 ':: . r,·; C I cf.s ! 0. o:, 0. o:, 0. c.,,j 0. [i,J 0 . u '-' D. C-~· ::i. co :J. Q/J J. 00 LI. CG • CC UC .CC .CC Q. 1.)rj . 00 .vu ::, . no . 00 C . :J 0 C. J l) . :JO c.:. -:10 C:. ,:,,J n 0. l:(• U . 0 , CC· L'. C :1_ .OC :1., 3529. 3604. ]6ll, J 618 . 3 E 98 . j"l"/2. 38 .~ sC t,_ 51. 4. :' Q. ~ J()"i' . 4 -~ fJ 4 4 67 4 ':J ·1 i . 4 6:10. 4 ll l q: ".] 4 ,. - 496:. c_.r:,,p ':., 1] J :, ~J ~· ' C, t-;:: ·, 5; ':. -1 . S 5 4 6. Stage/Storage/Discharge Perfonnance (continued) St CHJI'.' :tt: r:i_e·,.,.at.io:-. S::oruge DJ.2cha;::ge Fe:::-c,::,. at:..on ,' l ·.1. f'::) 1. cl_·-f,--I lcfs) (cfs: t tt. :, 514.32 5_:;_ 4. 42 514. 52 -----~-------- .J7 2._ 7 j. 27 .n ~ .. lj 7 ,:,·1 . " :! . -,, ·~· 4. 4 -1' .:,7 3 ::, (l_:n . J'J d . lj l 'C . .,_, . ,;7 . .:; 9 Sl ,] . s} ' . . a::. . 9i . 11 . .:: 1 u 5. 71 5::.,;. 52 c:.,-:..:;. 7 2 51(,. fl2 51 <. ';2 bl",. C:.'.' s1s.12 _,, 15. 22 ~-~:,. J2 ~15.42 _15,5:; '::15.EO ~; 5. (;:? JE,. 6,; ') 6 ';. l ~. Ell ~, 1 ';. 70 ~,15. 72 51:; _ 7 4 ;:, l':o . .' 6 '.:i: ."J. cl 6 :,1:, 96 5_;_ ~. ()6 5 .:.E. l 6 516. ~' t; 51 6. 3 6 :_, 16 ,; E SHi. sr. :. 16. Ct S 16. 7 t; :-16. 3 t; . ':16.% CC. 1 I . 0 J 147]5. 0.338 C .C3b l53JJ. 0.352 C .C37 1595'.?. D.3f.6 c; . C3f! 16596. ~72tJ1. 17897. 18 :062. ! 9717. 1':J922. 20618. 2Ll2:L 220:;s 227G3. 2 3J '.:J l. 2]499. 2 J f:,,J 7 . 237?6. 2394'.:J. 24095. 2,;21s. 243%. 2,;54 6. 25307. 260'7E. .?68 6C . 2 7653 . L8456. 292 IC. jJQ95. 3:1 931. 31777. 3263S. :: .: :j(.14. -~4?85 . 3 4·1 '1 D. ·J. 38 l 0. 396 J. 41::. 4 r' f; . 442 0 . 038 0 .039 0 . 039 n. 04[] o. 040 . 4';,7 0.041 J.473 0.041 l.49J 0.042 . ~,·~,,:; 0.042 0.52::. 0.04j D. 5 ·; fi D. 04.'. G.~.~9 0.01,IJ r, ::;.4~ J.J,;(, D.:,46 O.IJ~C 0.';~,1 0.055 o.s:,: 0.J62 o . .:~7 O.J69 D.~·E-C rj_Ji8 U.~(':.4 0.087 0.S81 0.J93 0.59g o.:n O.C7 0.118 U.61:", C.117 0.653 C..124 O.E::"1~ C ,~~ J.t:9::. .::.36 J.·1~0 r:.}41 'J.73J ,;_45 J.769 11.J.::6 .7E'9 J.161 (j_/9S 0.163 Stage/Storage/Discharge Perfonnance at Significant Storm Events Hyd ~:-iflcw ou:flo'"' 6 8 Tai·ge:: .12 J.26 .55 ,.. .......... .. 0.55 ······* fJ. i:,E, ,.. * ... * * * C.:-i4 *~ .. '"*** 0.44 0.4"/ .. ,.. .... .,, .... KCRTS Routing lnstructfons Peak Cale Strlge Elev o.73 s.69 s:·1.1,; 0.16 5.74 5~6.99 0.13 ~.lE ~lS.~J HI 5. Jl C. C 9 . 5 : C.C4 .23 0.04 3. o. l:] 2 J9 515.82 515.48 ;;,14.% ':,13.94 R•.:iute Tir..e Series tl.:oug:l Fc1\..:.1.l.i.ty r~flow me Series File:a-dev tsf C·;tf]_ow ''~me S'c":ries File:A-RDOut (Cu-1:'tJ '36042. 34679. 791388. 30908. 24980. 22492. 1 883: ~2·183. 0. lJO D.OQ J.011 0.00 (). [)[] 0.00 0.00 Ct. OD 0. 00 'J. ~1::;, c,. :1:. o.::n C·. ~·. ·:,,J 0. DD . C·Ci C . C,C C .00 C .GO 0 . cc 0 . cc ' . on 0 . CG n . 00 0 . 00 Q . 00 o.co O. 00 .00 ::L 00 C-. 00 ].OU '.J. o::,, (Ac-F't) .E27 7% . 68 E c _ 710 r;. 5 7 3 . ;; 16 . 4 32 G • ,! 8 7 .lnflow/Q;;,tC.ow An:;1lysis ?eak I~f.:.ow cis~~arge: 1.12 ·:F2 at 6:0(' on Jan ~ in Year t: Peak o·..:.tflc1-: :hs:::1.arge: C. 72"1 CFS a.\ l~:GC ,,:, .To=.-, ·n ·:ea:::- Psa.~ Res~rvo:i.:r S1aqe: :, , 89 Ft Peak Reservoi:::-Elev: 51!.:.~ ?t Peak F.e.c,e:-'.'Olr 3tc,rage: 3f042. Cu-.::t CJ. B2·; Ar.:-Ft Surf Arl"a. I sq. ft ·1 61)5. 62 l 9. (i]l.: . €41 J . 6S•]7 . 6604 . (702. 66 C· 1 . o:;o. ,'COl. 110:. nri:: . "i 3 LJ c .. 7 38 5. 7 '1.09. '74 3C. 7 4 71. "/ 4 92. 7 SS4. i b'.J ~·. 77G5. ~ D2 6. ~ 194 . 8.; C 3. 6413 aS24. 8 [.1 "i. 87 4 7 . d8 6C . a 9c.:.. Duration Comparison r,1:·c,t.~c,r. Cc:c,pa.i:: .. sor: .1'mayls_;_s A,ise ?1ie: d-predev.tsf New File: a-rc.,:i·.1t.tsf C ;toff r-i ts: C•:.sch2:-:-ge in CFS -Fra~t1c~ 0f T1~p---------------Che=K ~f Tol0ra~ce------ C-Jtc,t:t . o,; c c\d~,P 7/E-02 Ncu llJ:i',:i.nge r:::o:::0c· ! 1 i; Ba::; :-Jew iCr,c.rige .'.':·lE-("1"' -33.9 .77E-U~ 0.04 0.0~3 -8.0 C.')€6 'Jfl(j . '.)91 c;_ 1:E C. l' ' 0. 1 ~ ·1 0 . .: 4 6 :1. l 5 7 1 t;:; ·1. 17:. . '.6E,-02 Ci. •1.5E-OL J. ".l3E-DL J.L5E-D2 ,J.1::E-J;: 1 ;;F.--·:);.' r;,. 9,JE:-8 3 1;. 6,:,.s-J ;i- C.30E u:~ C.1E.:c.:-D3 C. 1:;_2-c·,'.J 0.82E:-C4 Ci. ~ ~,E.-1~ 4 '.J~2-(.2 L.C! :;'4f.-C2 3 EE-C2 .:J 0.1 c..2::-c2 2f., 7 L l E -c;: : . 3 0 (8,C.-03 d ')./'-3~.-01 -Je.2 0. ~ j;: -!;3 J o.,-h-04 _..,. : SE-O,; -2 '..l.~6F.-(',~ 0 C C.431::-C:2 J"1E-1;2 .25E-U2 . 1 ·'E-07 0.lLE:: UL ·,, 9:•:::-03 o. oc-s-rn G.; C-S--03 (l. 1 >',L-·03 (,,. lE DJ C. Cl 7 :-:-J,; :: . 16:C:-Jr, M;,:,ir .. 0.;.::> pcsi· .ve ,~~:c-.. =~-or1 = :}.016 cts &.:;!t,) u::~·::1:ng at 0.!.88 c:'.s 0;, tne Base [,ata:a-i:,:r:,:,ncv.:,:;" o.rrd ct 'c:.2c,J ::ts crn •Lf' NPw Dc<.c.:c1-rdo·.;t.tst i--::c1x.:rrr:c1·-:-, :icgative ,:,;.:curs.1ur-, ::,.:115 c:f:s ,-25.0t, C~2ULLing at D.J59 ~fs cr1 L· 3ase Data:a p:::ejev.t.~f 2~d 2t O.C45 els on ~h~ N~w ~dld:a-rdOLlt.ts~ • "• "• ------------=--==---=------------- 0 :l. :i:, V. J68 0. :JB 0 ,. '::ll '"\. 1 02 J. 113 . ')5 >i6 . 1 s: ~ Ob 1:·. 17SI C ·, • ~ ./----------·;-...___ --·--------------- 1 · G' !2 ID 2' ro £ ;;; E 0' • • 0 -----. -------------- J, o. 0 ~ C C • \ • ·, • ---rT1·----r; ------~-: !-. ---- 10 1(1 _., . ~ • • ,:n---- 1 C:· -2 ~,. ·=· ~ 4 C,. ,~ ':: 6 . ,~-~ 1 (:. (: ;; ') C. ~ I~ 3 ·.) ·, 0 131 -J. 13 9 C. 14'; O. l 5 E 0. ~ ~2 :·,. :co·, -.: 3 Hl. 1. -1 . ') ' -c . t' -c. --:-·,-----.-,~- " A-i .:ir92I rJur • BASINS Basin 'B' -Existing Basin Conditions ' (} land Use Summary Area Till Forest 2.46 acres Till Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 1.38 acres Impervious 0.00 acres Total 3.84 acres Scale Factor: 1.00 Hourly Reduced Time Series: B-Predev.ts~ Compute Time Series Modify User Input File for computed Time Series [.TSF] rl '.Y..i Frf'qu(·nc f 1-u:," , .,..~ 1 •, Tl~? Ser.:,_es r~:e·c-~red~v.tst i'::-r1:1' __ ·t ~0-::c1:::.:con 3r-;c;-T,3c ---.,,,nnu 1 r10·.i r,ac.,~ ,crs1 --0 ·1c<,,; F:c:,.:r..;e ,_:y ~;--.a ... y:)~- ,:, . 334 .:,,:;:; ,~,. :< l J C. ~·D , . : OIJ 'G 5, . 00 2, 2 >< • IJU "I -·,J·C· :9:0(1 ~: 0(1 18/C 2.:00 ,c ;::1,.,~ :00 c,c. i C 3: DO ~r~k~ R~11~ f~t~~- 17 .. 17 C8 Cl 1.1' ? » iJ. l, Basin 'B' -Developed Basin Conditions ' ~ Land Use Summary Area Till Forest 2.22 acres Till Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Welland 1.38 acres Impervious 0.00 acres Total 3.60 acres Scale Factor: 1.00 Hourly Reduced Time Series: 8-Dev.ts~ Compute Time Series Modify User Input File for computed Time Series [.TSF] le,•,... freq·_;e:-,:::y A:-.c.l ·;::,; 0 im~ Series F~le:t-d0v t5f 1.c:s ·~ . ~ 1 ,. :: ti U.3U .01 . 1,7 I;, :1 IJ. -G 1~, . ,; :, ,;r_~·'J' ~, Ped,.: \'1 1° L c.:: ~ '.i: C 2 ·:1..·1 -'1 :UJ 317!,/'!'~ l'.,:CCJ · . 1,;,, o=i n: 1'0 /_1::/0f L.l:CIJ CT2 •,.;, J'J l ·~:. 1(-~ i :, 12: :_ocJ » iJ . f_,() ' ;, ., IJ ('.•C.i 7;<( ? WATER QULAITY CALCULATIONS Wetpool Sizing Calculations Per 2009 King County Stormwater Management Manual Project Name: Olym us Villa Project Number: 107-033-11 Facility Description: -"B"'a"'s"-in'-'"A'-' W=e"'tp'-'o'-'o"-1 _____________ _ Step 1: Identify required wetpool volume factor (f), f= 3 Per KCSWDM 6.4.1 1 Step 2: Determine rainfall (R) for the mean annual storm. R = 0.47 Per KCSWDM Fig. 6.4.1 A Step 3: Calculate runoff from the mean annual storm (V,) for the developed site. V, = (0.9A, + 0.251\0 + 0.10Att + 0.01A,,) x (RI 12) where: A, = Impervious Surface Area= 77 101 s.f A,,= Till Grass Area = 58,806 s.f. Att = Till Forest Area = 0 s.f. A,, = Outwash Area = 0 s.f. v,-= 3,294 c.f. Step 4: Calculate required wetpool volume (V,). v, = 9,881 c.f. C-DOWNSTREAM REVIEW ----,,------~---------'-'"_w_-_m,2,,_N_R_o_se __________________ ----·-·i W61NA,1~ : . 1- 1 -' • l= t-. k·- '11 ' --i 4---- " I 1\t.----' ' ,.,, ~-" . ...,_,t .. ~ --:""" ";j::-( ·----.,,,. -j/ m1 -.,;.. , • ~-·-,r _ -!!(.'._.,.. .,, .. • "" , "* .. ~;'~., °' lt ~".)'-.. I I ,::,;- -N~ -_>,·-~ """ ;~l!IL~---1 -._;-__:_..=__ 1""-;·-.,,.,-----1,,.~. -SJ;J]Sr/,St --- 1 r-·· ~~---::.• E , , -"'"'- 11.., . \ ·-. ,]\ -I-_,,_ ':L,lla.. ,.,.,. ... ..,,."' I _s J:'_' ._-_-,,~:i;-. _"' -... ,,·• f_ -~.--.-i· ---~:r.L.._·_-~----::: . NE ],dp/ r 7NW -14T 23~ ROSE NW ·,/4 Structures Conveyance Flow Control Faclllty SE 114thSr 'm oi i"' " ~ I 51; 4t1,SI , ~ I ',T " C it _____ ·,_-_______ J jRenton Renton Ren1on "'.!' ------,,r[p's"'"1''·hc1 n' _,,, 1018\ -,,,. Typo,' -cui.e,t • T~pe;,, Private a Vaull -,,,. !~ Pump S.Ot.'011 --cutvu" jPrlvate ('P' Pr1fli) King County ' "· -, .. Ty.,. 1 --C.Jlve1 Typo 2 WSDDT • Vaul1 -~ P,,e Kmg County -C:"•;•M lnl&I 0th,, • Typo' --Chanool ' Typo, 2 --o.:cn WSDOT ·-Typ(l 1 flow Control • Type 2 -1nfiltni!Jcn "--s..,.....,.,e .. ,-.. Tn,,• • Vaull Prlv•t• ('P' l>r1111il • Po.">d .. Taok • v.u, King Co.inty • Pond .. lMS Ml1cellan,ous 1 ...... \,_,,j Re~ton L·rrut:, C]aAA Quann, 5ll\.tion ~ PanoJOpon S;><1c:e 10ft :.)Jnle<Jr 0.ocltlmo, ~-. T"• ;o,,.,,;ol) .nr°"""1 on 1, ,ca,mo1lc oa•, "wao a,;nl"l•d lrom num•raua "'""" ,\" IJ-.o ho" ,nl,m,a,.,.,n 1,al•!>I• •I u,,, :·mo oM 1l<>11'd h uud lo, ~•n•••· ;uidanco ""'1 n, C,;i o( R,nion 11 nol 'l>p,c<la!:>• for •~cr11 or om;,,Jon1 WliM <!> • ,elorm&lmn 11 usod let pl•nn•n<J. au,;,~. ao<i./o, c,,, . .,rix1lon purl"l•••. u&OII ,ro 10 1,olO ,.,,,Ir ill• 1nlo!T'10,aon ._! _..:; -......U~!J. Surface Water Utility Asset Inventory May 2009 0 150 300 600 --Feet 11T 23N R05E SW 1/4 5311 E7SW Basin: Cedar River OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANuAL, CORE REQUIREMENT #2 OLYMPUS VILLA BASIN A (WESTERLY) -------Subbasin Name: _ Maplewood Creek_B_a_s_in ___ _ Subbasin Number: Symbol Drainage I Drainage Slope i Distance I Existing Potential Observations of field ' Component Type, . Component j from site I Problems Problems inspector, resource Name, and Size I Description dischan:1e reviewer, or resident see map Type: sheet flow, swale, drainage basin, vegetalion~ % %ml=1,320ft. f constrictions, under capacity, ponding, tributary area, likelihood of problem, stream, channel, pipe, cover, depth, type of sensitive I overtopping, flooding, habitat or organism overflow pathways, potential impacts pond; Size: diameter, area, volume ' destruction, scouring, bank sloughing, surface _§!Tea I sedimentation, Incision, other erosion -,----A Channel Flow Open grassed ditch along 2% Sta O -8+o0' None None None observed Nile A vc flowing south 1 Ditch needs to be together with several maintained -/ ___ driveway crossings with 12" culverts. ------.-----B Pipe Flow Across entry of 3% Sta 8+00'-None None Upstream end open and clean -no development at the Int'x of 9·t50' I apparent capacity problem. Nile Ave and NE 6th Street -flow continues south C Channel Flow Flow continues south along 5% Sta 9+50' -None None None observed east side of Nile Ave NE in 15+00' open ditch and driveway cross culverts D Pipe Flow Flow enters storm drainage 4% Sta 15+00' -No problem None None observed at time of site visit system of resent 23+00' appear at inlet of Flow continues downstream to the development and conveyed storm pipe -or west along NE 4th Street to the Int'x of Nile Ave visible at and NE 4ili Street. 1-,=-~ - ~--~--- -- i -----~ • ---•s ! --I --- I i •• ii ----~' Photo 1 Site looking East from Nile Ave NE Photo 2 Site looking South along Nile Ave NE Photo 3 Downstream roadside ditch with driveway culverts ~ ----.. ,· Photo 4 Downstream roadside ditch with driveway culverts Photo 5 Intersection of NE 6th street and Nile Ave NE Photo 6 Downstream of intersection I -~, ' : t ••• !'r ' .... .l ') Photo 7 Pasco Ave NE viewing North and second entry Basin: ~-----'---'--==------~ Cedar River Symbol Drainage Component Type, Name, and Size see map Type: sheet flaw, swale, stream, channel, pipe, pond; Size: diameter, surface area E Sheet Flow F Pipe Flow G Pond Flow H Channel Flow }--------- ··-·· OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 OLYMPUS VILLA BASIN B (EASTERLY) Subbasin Name: Maplewood Creek Basin Subbasin Number: Drainage Slope Distance Existing Potential Observations of field Component from site Problems Problems inspector, resource DescriJ>tiOn discharae reviewer, or resident drainage basin, vegetation, % X ml= 1,320 ft constrictions, under capacity, ponding, tributary area, likelihOOd ~of problem, cover, depth, type of sensitive overtopping. flooding, habitat or organism overflow pathways, potential impacts area, volume destruction, scouring, bank sloughing, sedimentation, incision, oth!!~ erosion ------ Class 2 Wetlands and 0.50% Sta O -7+00' None None None observed buffer area. W ctland outlet bird cage well maintained 24'1 minimum pipe from 1% Sta 7+00'-None None -~ w;ter in pipe same elevation as outlet structure # 18575 to ! 1+50' ' No apparent pond pond #P1194. Water I overflow or surface within pipe same as I capacity issues pond. Open Pond control facility flat Stat H50' -None None None observed for Maureen Highlands !3+50' Outlet structure from pone well #Pl 194 maintained / overflow structure open and cleared -- Open Channel along east 0.50% Sta 13+50' -Channel not Blockage of swale Able to view channel behind side of Maureen Highlands 26+00' maintained -could cause pond houses as possible -several trees 1 Plat. overgrown with #Pl 194 to not and heavy brush block view of small alders and function correctly bottom of channeL Outlet ' blackberries -channel needs to be maintained to - water standing in allow for pond to function as- bottom of ditch desi1med --- ---~--~ Photo 8 Bird-Cage Structure #18575 Photo 9 Viewing South on Rosario Ave NE #18575 to the right ..-·· \ Photo 10 NE 6th St into Pond #Pl 194 j : : Photo 11 Pond #Pl194 outlet ,. ~· ' i'' ->'~·:. • I .,.. . .. .. Photo 12 Outlet Pond #Pl 194 to drainage swale I I I I I I I I I I I I I I I I I I I D-GROUNDWATER PROTECTION AREA MAP I " I ... --·-· ..,_ ~. ' - l .f --·-_I_ J: .V ,1 I ·-~> i ·-. . I r ' ~ -;..~-.;.....----~. ~"'·~~··""'"·t,. .. . ·:.,,,r--. ,,. I -.I r··~-, .. ~ . \ . \ ____ I . .r-' .;: -l. .. ,o ~·· .-- ., ... t .. . , ~I '"' : -' =\ ·~-'--'~--~'--'--'------'--"'~~~-~------- '\: ~ _,._ ~. ·.! ~ 1 ! ·1 -1 I l I I LAKE YOUNGS 0 3000 6000 j' ~.....a-. s . -·----- AQUIFER PROTECTION ZONES Zcne 1 Zone1Moclled ,,-;-Z-2 Cilvllmll I I I I I I I I I I I I I I I I I I I .. r .... ~ / .• I ' -'I / :i t.:' ~7. .~. ·; ~i ,1 ;S:.:; / /_. .. -..... .... /~{~~ \ ~ ', _; .·' ,-~!~~-~~> .. ... ./')1 ,_I I:::;.• lj ,j ~ I /~ ---- -f J'.: ~".J .·-·: . . , ___ J '---~ ,,: . :-:· ! -r:-- '"· z I' ,:=:--' ~-I ', .~--;,-, .r _, ,,' _j~ --~ ,I X ,·,,, --_;s ~,,t· -!~~ ,, -' .. ~~:-; 1S J ' \/ ,,_., ~) --;::: ~~ ~/.'-' -~ --,,----·- ~} ~ ·; ' _ii, --. 1·- i i r- 1 -· I '-' ) :::----------~J~J~r.~"'./~. ·~~ c:,t· · -,--'"h'c!f ,--,, I ,, ::::~· .:s -L ,-----,, ,, I ;, J ~--=-~ ~~ -~;.;=-~; [ ),} '-' L Ii '- E -DRAFT DECLARATION OF COVENANT F-TECHNICAL WORKSHEET City of Renton TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner: Camwest Olympus Villa, LLC Address: 9720 NE 120'" Place Kirkland, WA 98034 Phone: (425) 825-1955 x-142 Project Engineer: Darrell Offe, P.E. Company: Offe Engineers, PLLC Address/Phone: 13932 SE 159th Place Renton,WA 98058 425 260-3412 jrart 2 PROJECT LOCATION AND ~SCRIPTION I ProJect Name-Olympus Villa ' i Location I Township: 23 North Range: 5 East Section: 11 Part 3 TYPE OF PERMIT [ Part 4 OTHER REVIEWS AND PERMITS APPLICATION X Subdivison -1 DFW HPA Shoreline Management D Short Subdivision D :J COE 404 Rockery Grading D D DOE Dam Safety Structural Vaults Commerclal C other D FEMA Floodplain Other D COE Wetlands I Part 5 SITE COMMUNITY AND DRAINAGE BASIN --~------- Community North Renton Drainage Basin Maplewood Creek / Cedar River / Lake Washington I --~--1 '------------------- I Part 6 SITE CHARACTERISTICS 1 River Stream Critical Stream Reach Depressions/Swales Lake ___________ _ i c Steep Slopes ________ _ -----1 ----------.' Floodplain---------- X Wetlands Class 2 Seeps/Springs I High Groundwater Table Groundwater Recharge ] Other __________ _ • r SO_I_Ls __ . Soil Type Slopes Erosion Potential Erosi~;;;;lcoties I AgB 5-10% D Additional Sheets Attached ----------- Part 8 DEVELOPMENT LIMITATIONS REFERENCE D Ch. 4 -Downstream Analysis I :J :J LJ jD l·C Additional Sheets Attached Possible LIMITATION/SITE CONSTRAINT _ Restrictive Impervious Areas _Dispersion ____________ _ ~------------------------ Part 9 ESC REQUIREMENTS c------------------------- MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Li Sedimentation Facilities ~ L.... Stabilized Construction Entrance _J Perimeter Runoff Control ~ Clearing and Grading Restrictions rJ Cover Practices l ~ :~::ruction S~quen~---. --·· MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION D Stabilize Exposed Surface rJ Remove and Restore Temporary ESC Facilities n Clean and Remove All Silt and Debris ::J Ensure Operation of Permanent Facilities LJ Flag Limits of SAO and open space preservation areas ::J Other -------------------~ ! jPart 10 SURFACE WATER SYSTEM Grass Lined Tank Infiltration Method of Analysis Channel Vault Depression _2009 KC Manual - Pipe System iJ cJ KCRTS Energy Dissapator Flow Dispersal D Open Channel [1 Wetland D Waiver Compensation/M1tigati on of Eliminated Site [J Dry Pond D Stream D Regional Storage X Wet Pond Detention Brief Description of System Operation: Catch basins within curb line of street, conveyance to wet pond on westerly side of property The discharge will into the existing roadside ditch along Nile Avenue NE Facility Related Site Limitations Reference Facility ,---~---~--- 1 Part 11 STRUCTURAL ANALYSIS Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Other Limitation Part 12 EASEMENTS/TRACTS Drainage Easement Access Easement ' X Native Growth Protection Easement X Tract U Other ,----------------------~-------- 1 Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. Ta the best of my knowledge the 1nfomnation provided here is accurate. -2-<.7(1 I G-SOILLOGS ---= -1-"'--· ·, · I \ _ -1 -· \ 1 ' -· \ f \ ) • , --; -,-ii-------,-F ____ _ C ---'---,--•-~,-' I -----, ,,_,;-;, __ \--~ ~.,pP· --1: .... :1: I 1,.l.,. --~ 1]1' , 1 r •-~-7ij/r ---- -.EP-2 I: 1 ' '" if._ : , \ /I: \ EP.sA,' J : i 1 ! 11 EP ~.' .EP-4A ! ce' -\:1: 1 •"/ P-'7D EP-1 I .... (~, -I I EP-5. / r ~ • I • • l;P-7A f_,_, ,_ fl\::l,\~.,.i,, ________ J '------'l-J1:-~J~P-7C ___ "." :/L-/11,:'W/-l":·,1 ~ 'Ill/~~·' CtoMlr""' · ""'""' OCN.$"0." ., I ~-~1~·:2,,. ' ,., \ ~il.'1!,LA:!;J :~._ ... ::;:!:: :~ f::P """' '"· ,,. ~ .~, 'II·~,., , .. , .r-110.11,10· or-ou:·\, ,. 1\ I 1; \ ' ! 11 ,..z,,•I I I "" ' ' I ' • 1 I \:f!a~:~;-.EP 7E I . ~U--•~" , \""'-'-"'· 6 ..., I f.i.--_ ;,...,t,-.v-I 3?,il~ j \ ftJ.V ;.,.•~ ' C::,,:,:c_,.=,c.\,~1/oSJ'i"'-",,_..,.'.~= n,..'-:\~"""~'f ·1 , II{ 'i" N·•;u-, c,~ ~ ' 1 ,;;,-,,;;,, ... ~ --'-' _...._ ...l..;!.• -'-·-~~ ~-1.:.......o:.. i....,.__!_ "I!" ·-• • ,.. ... l=D.A ··'\\:,,;:,..., ,, ..... ~,;;;,,_-: \ \",_, .... _ ''""·'~ .. """' \~~~""""l!!!,\,a~-1.~rn:1t:I 0[-ffll ...... fi,1'00 ~11.ll ""'""""""" ,t .... ,.0.11.11· ~,,._,,,,,. Nf 7U, ~~[I .ii-\,,~J..tur../ -''=• 11,-,,1,1,\,1'' '-!«17'1~-..... ~ .... . ... , ,.,_r,\a·a i,;,.-"-'10~- ~u></ ;....~"·"-" ... ""· "' ;t-!IU.>.$' 1 I'\ r I ·t; I I~ i ~, I~ : l ' ---_ _j .EP-9 APPROXIMATE _,,,,,. EP-10 OF EXPLORATI LOCATION ~ TYP ON PIT N ! A ! ! REFERENCE-aFfE ENGINEeiS ~ m ..__ ,m I I Associated 11.arthSdences,lnc. SITE AND EXPLORATION PLAN --FIGURE 2 o 1aJ = ~ 1£'.11 lial OLYMPUS VILLA 9 ~ ~ !WI -&Ill RENTON, WASHINGTON ;, ... ~ .... _. DATE 15111 t><>n.1 t.11"1 KE110202A LOG OF EXPLORATION PIT NO. EP-1 This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the namedfroject and should be read together with that report for complete inlerpretation. This summary app~es only o the location o this trench at the time of excavation. Subsurface condition& may change at this locaUon with the passage of time. The data presented are a slmplficetion of act\lal conditions encountered. DESCRIPTION Approximate Elev. 518 Feet Topsoil ; Topsoil and roots, trace concrete, asphalt, and metal debris. 1 l~ Vashonlodge"m"'e"-n:ct_T_il_l _____ _ i Medium dense, very moist to wet (varies), mottled gray, fine to coarse SANO with silt few fine to coarse 2 -gravel, trace cobbles (sm). No stratification or structure. s 1 4 J 5 Dense grading to very dense very moist slightly mottled iiray, fine to coarse SAND with silt, few fine gravel, trace cobbles (sm). No stratification or structure 10 ---!----------·---------·· 11 - 12 13 - 14 - 15 16 17 18 19 Bottom of exploration pit at 10 feet. No Caving. Wea.k Seepage Zones: 1.5, 3.0, 4.0, 6.0 feet Olympus Villa King County ~ ~ ~ Associated Earth Sciences, Inc. p ~ Logged by: BWG roject No. KE110202A g Appro,ed by IRl I ±, I [.i liiJ 11£1 612/11 ~-------------------------------------- l LOG OF EXPLORATION PIT NO. EP-2 -., T -This log Is p_art of the report prepared by Associated Earth Sciences, Inc. (AES!} for the named rroJect and should be read ,6 1 together with that report for complete lriterpretatlon. Thl& summary applies only to the location o this trench at llie time of i excavation. Subeurface condition11, may change et this location with the pas:sage of time. The data preaertted ere a o simp!flcatlon of actual conditions encountered. -·--.---, DESCRIPTION Approximate Elev. 518 Feet -' Topsoil Topsoil and roots, trace concrete rubble, asphalt, metal debris. Peat-like, ------Vashon.lc)dgement TIii Medium dense, very moist, to wet (varies) mottled gray, fine to coar,;e SAND with silt few fine gravel 2 -: (sm). No stratificatoln or structure. 3 - 4 5 Becomes very dense, less mottled. 1 6 7 I 8 i 9 I -r I 10 1 11 Bottom of exploration pit at 10 feet S0ght sloughing due to seepage. Moderate Seepage Zone: 2.0-6.D feet 12 13 14 15 16 17 '8 -i --2&--------------------- Olympus Villa King County ~ Associated Earth Sciences, Inc. p J N KE110202A ~ Logged by; BWG ro eel o. Apprnvadby !Iii I f,I ~ iii ~ 612111 ~---------------------------------- ~ LOG OF EXPLORATION PIT NO. EP-3 This log is p_art of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that riwort for complete interpretation, This summarY a_pplles only lo the location ofth!S trench at the time of e)(cavation. Subsurface conditions may change at this location wtth the passage of time. The data presented are a slmplflcation of actual conditions encountered. DESCRIPTION -J ~~-----------------Topsoil J_Topsoil an_d_roots, trace concrete 0 a_seh~U, metal debris._ ' Vashon Lodgement TIii Approximate E_lev. 51_!_Feet j Medium dense, very moist to wet (varies) mottled gray, fine to coarse SAND with silt, trace fine gravel 2 ' (sm). No stratification or structure. 3 5 7 8 9 10 11 12 13 14 15 16 + 17 18 19 Becomes dense grading to very dense,-and less mottled. Bottom of exp!oratlon pit al 1 O feet. Moderate sloughing due to seepage. 1 Modernte Seepage Zone: 1.5.-6.5 feet Olympus Villa King County 1j Associated Earth Sciences, Inc. ~ Logged by: BWG Project No. KE110202A £ Approved by !Bl / l'-1 ~ Iii 11£1 6/2/11 ~'----------------------------------------- LOG OF EXPLORATION PIT NO. EP-4 This Jog Is pi!llrt of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be reed together with that report for complete lnlerpretation. Thls summary applies only o the locatlon o thfs trench at the time of eKcavation. Subsurface conditions may change attt,ls loca1:lon with lhe paesage of time. The data presented are a simp1flcatlon of aC'tua1 condttlons encountered. _________ o_E_s_c_R_IP_r_,o_N _____ A~p~p_r_ox_lmate Elev. 521 Feet Topsoil Topsoil and roots. Trace concrete rubble. Large tree roots to 3.5' deep. --+c_ ________ _ I -----Vashon Lodgement TIii ---- 2 1 Medium dense, very moist lo wet (varies), mottled gray, ,fine to coarse SAND little fine to coarse gravel, : trace cobbles (sm). No stratificeUon or structure. 3 -I 4_j_ _________ _ Becomes dense grading lo very densewlth less mottling. 5 6 11 12 - 13 ' 14 --{ 15 16 17 18 19 Bottom of exploration pit at 10 feet. No Caving. Weak Seepage Zone: 2.0-4.5 feet Slight organic septic--llke odor. ~ Olympus Villa I King County i Associated Earth Sciences, Inc. s Logged by: BWG Project No, KE110202A § App,oved by: Iii [fJ ~ iii II!! 8/2111 ,: _____________________ _ LOG OF EXPLORATION PIT NO. EP-4A jJ This log ie p_art of the report prepared by Associated Earth Sciences, Jnc. (AES1l for the named rroject and should be read together witt1 that report for complete inlerpretatlon. This summary applies only o the location o this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a sfmplflcatlon of actual conditions encountered. l I J 2 3 - 4 5 6 7 8 9 10 - 11 12 13 14 ' i 15 16 1 17 18 J 19 i I DESCRIPTION Topsoil FIii Approximate Elev. 521 Feet Loose to medium dense, very moist, brown fine to medium SAND with silt (sm}. Vashon L.odgem·e-nt Till Medium dense, very moist to wet (varies), mottled gray, fine to coarse SAND with slit, little fine to coarse gravel. trace cobbles (sm)_ No stratification or structure. Trace organic (sticks) at 4 feet. Becomes dense grading to very dense, and less mottled. Bottom of exploration pit at 7 .5 feet. No Caving. Weak Seepage Zone: 3.0-6.0 feet Olympus Villa King County --------------------- Associated Earth Sciences, Inc. Logged by: BWG Project No. KE110202A Approvedby • I -:tel ~ iii e 6/2/11 ~'------------------------------------------- 2 3 4 LOG OF EXPLORATION PIT NO. EP-5 ------------~-------- This log is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be read together with that report for complete lnlerpretation. This summary applies only to the location o thfs trench at the time of excavation. Subsurface conditions may change at thla location with the passage of time. rhe data presented are a simplfication of actual conditions encountered. 11 . I DESCRIPTION I I _____ Approximate Elev. 522 Feet _ I Topsoil Topsoil and roots, trace debris (bottles and cans). --Vashon Lodgemenitll1 Medium dense, very moist, mottled gray, fine to coarse SAND with silt few fine to coarse gravel (sm). No stratificaation or structure. 5 J Becomes-dense grading to-very dense and fess moiHed. Trace boulders to 12" diameter. 6 -4 7 8 --+ ' g t 10 -+----- 11 12 ---' 13 14 I 15 J 16 I 17 ! 18 --+ 19 -l 20 Bottom of exploratlon pit at 1 O feet. No Caving. Week Seepage Zone: 1.5-4.0 feet Olympus Villa King County Associated Earth Sciences, Inc. Logged by: BWG Project No. KE110202A !'pproved by ~ [E iii Ii.ii 11!1 6/2111 ~----------------------------- §: t " 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ~ LOG OF EXPLORATION PIT NO. EP-6 Thie log is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be read togetherwtth that report for complete interpretation. This summary appfles only o the locatlon o thfs trench at the time of excavation. Subsurface conditions may change at th!s locatlon with the passage of time. The data presented are a slmplfication of actual conditions encountered. DESCRIPTION +----------------~-~-------A~p~p_r_ox_lma_te Elev. 524 F_e_et_t----, Topsoil Topsoil and roots Vashon Lodgement TIii Medium dense, very moist to wet, mottled gray, fine to coarse SAND with slit, little fine to coarse gravel trace cobbles (sm). No stratification or structura. Becomes dense grading to very dense, and less mottled. Bottom of exploration pit at 9,5 feet. No Caving. Weak Seepage Zones: 3 .5 and 9.0 feet ~ j ~ I 1 Olympus Villa King County § Associated Earth Sciences, Inc. § Logged by: BWG Project No. KE110202A Approved by, Iii! I ± I ~ liiil 1115 612/11 ~----------------------------------------- ii I ~ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 J 18 J 19 J LOG OF EXPLORATION PIT NO. EP-6A Thi$ log Is J)art of the report prepared by A880clated Earth Sciences, Inc. (AESll for the named rrolect and should be read together with that r~ort for complete lnte,pretation. Thi& summa,y applies only o 1he location o thfs trench at the time of eli:cavetlon. Subsurface conditions may change at this location with the passage of time. The data presented are a slmplfication of actual conditions encountered. DESCRIPTION Topsoil J:lll Approximate Elev. 525 Feet Loose to medium dense, very moist, brown fine to medium SAND with silt (sm). ··vashon Lodgement Till - Medium dense to dense, very moist, motUed gray, fine to medium SAND with silt, few fine gravel (sm). No stratification or structure Bottom of exploration pit at 6 feet. No Caving. No Seepage. Olympus Villa King County Associated Earth Sciences, Inc. Logged by: BWG Approved by: Project No, KE110202A 6/2/11 ----------------------------------------- ' LOG OF EXPLORATION PIT NO. EP-7 .-------------,-------- g t D This log Is p_art of the report prepared by Associated Earth Sciences, Inc. (AESll for the named prolect and should be read together wttn that report for complete Interpretation. Thls summary applies onty o the location o this trench at the time of excavation, Subsurface conditions may change at this location with the passage of time. The data presented are a slniplfication of actual conditions enoounterer;t. DESCRIPTION -fopsiiil- Approximate Elev. 52_8 Feet --1------. ·-... -.. --1 Concrete • Possible intact strip footing ' 2 Loose, wet, brown, fine to coarse sand with silt, wood debris with water in voids (old basemen!?). 3 - 4 5 6 Firmer baS0d on-difficUif{ ofSicavation. Visual observations not posSible dUa to water. 7 +· 8 9 10 i 11 12 13 14 15 16 17 18 ' 19 ' Bottom of exploration ptt at 7 feet. Strong Seepage below 3 .0 feet. Logged by: BWG Approved by: Olympus Villa King County Associated Earth Sciences, Inc. Project No. KE110202A 6/2/11 ~ '-------------------------------- ii L I j__ LOG OF EXPLORATION PIT NO. EP-7A ------------~ This log is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be read together with that report for complete interpretation, This summa_ry applies only o the location o thfs trench at the time of excavation. Subsurface conditions may change al this location with the passage of time. The data presented are a. slmptflcatton of actual condtttone encountered. DESCRIPTION Topsoil I ---. -Vashon lodgement TIii --- 2 3 4 ( Medrum dense, very morst to wet, mottled gray, fine to coarse SAND with silt, little fine to coarse gravel trace cobbles (sm). No stratrficatron or structure. Becomes dense grading to very dense, and less mottled. 5 ' I 7 -~----------- 8 9 10 , 11 12 13 14 15 16 17 ' 18 19 Bottom of exploration pit at 7 feet. No Caving. Weak Seepage Zones: 1.0 and 3,0 feet -20 ···--·------------- Olympus Villa King County ~ Associated Earth Sciences, Inc. g Logged by: BWG Project No. KE110202A ~ Approved by liJ I i: ! lliJ i.i lll!J 6/2/11 ~----------------------------------------- ~ ,-- , LOG OF EXPLORATION PIT NO. EP-78 This log ls part of the report prepared by Associated Earth Sciences, Jnc. (AESll for the named rrolect and should be read together with that report for complete Interpretation. This summary appUes only o the location o thfs trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a slmplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 528 Feet -----. - Topsoil FIii 2 -1 Loose, very moist brown and black SAND with silt, trace organics, and sticks_ J deposit thickening toward EP-7. 3 .... In a wedge-shaped 4 -; j -Vashon Lodgement TIii - 5 I Medium dense, very moist, mottled gray, fine to medium SAND w~h silt, few fine to coarse gravel (sm). : i No stratification or structure. I 8 9 10 j' 11 12 13 14 15 16 17 18 J 19 ·t Bottom of exploration pit at B feet. No Caving. Weak Seepage Zone: 2.0-5.0 feet 20 -----------· - Logged by: BWG Approved by: Olympus Villa King County Associated Earth Sciences, Inc. Project No. KE110202A 612111 --------------------------------- ~ .; ~ ~ ~ ~ f LOG OF EXPLORATION PIT NO. EP-7C f -€-1-ThlS log is part of the report prepared by Associated Earth Sciences, lnc. (AESD for the named f'olect and should be read l £i , together with that report for complete lnlerpretation. This summary applies only to the location o th a trench at the time of ~ excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a o simplflcation of a.ch.Jal conditions encountered. DESCRIPTION Approximate Elev. 528 Feet --------------------------+-~, 2 3 Topsoil -+-------------·------Fill Similar to EP-7. Loose, wet, brown, fine SAND with silt, organics, and sticks (sm). -------------------------------- 4 Bottom of exploration pit at 3.5 feel Strong Seepage below 2.5 feet. 5 i Abandoned due to water -Moved West. : i 8 - 9 10 11 12 ! 13 --! 14 15 16 17 18 19 Logged by: BWG Approved by: Olympus Villa King County Associated Earth Sciences, Inc. Project No. KE110202A 6/2/11 ~ LOG OF EXPLORATION PIT NO. EP-70 g This log l~art of the ri;rort prepared bx Associated Earth Sciences, Jnc. (AES!{ for the named rro~ect and should be read t together th that repo for complete In erpretation. This summ~ 'fKipfies only o the location o th s trench at the time of 8 excavation. Subsurface conditions may chanae at this locatlon -e passage of time. The data presented are a simplflcation of actual conditions encountere . DESCRIPTION Approximate Elev. 528 Feet Topsoil 1 ~ FIii 2 oose_to _medium de_ns_e, ve_ry rnoist,_llrown fine to medium SAND with silt (sm). Vashon Lodgement TIii 3 1 Medium dense, very moist, brown fine to medium SAND with silt few fine to coarse gravel (sm). No stratification or structure. 4 Taecomes dense grading to very dense, and less mottled. 5 - 6 - 7 8 ~ 9 - I 10 j 11 12 13 - 14 - 15 - 16 I 17 - 18 19 - Bottom of exploratlon pit at 7 feet. No Caving. Weak Seepage Zone: 4.0 feet --------- Olympus Villa King County ---------------------------- i Logged by: BWG Approved by: Associated Earth Sciences, Inc, Project No. KE110202A 6/2111 ----------------------------------------- i • 2 LOG OF EXPLORATION PIT NO. EP-7E This log is p_an of the report prepared by Associated Earth S<.iences, Inc. (AES!l for ttie named rroJect and should be read together with that report for complete inlerpretalion. Thia summary applies only o the location o this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplficalion of actual conditions encountered. ______ o_ESCRIPTION Approx:•_te-_ ,a-1 Topsoil . Vashon Lodgement TIii Medium dense, very moist to wet, mottled gray, fine to coarse SANO with silt, little frne to coarse gravel trace cobbles (sm). No stratification or structure. 3 -'----------------------Becomes dense grading to very dense, and less mottled. 4 5 - 6 7 - 8 g - 10 11 --l- 12 13 14 15 -1 16 17 18 19 29 Bottom of exploration pit al 6 feet. No Seepage. Olympus Villa King County ~ Associated Earth Sciences, Inc. ~ Logged by: BWG Project No. KE110202A g Approved by Ii] I ~I ~ ii ~ 6/2111 ~-------------------------------------- ~ ~ LOG OF EXPLORATION PIT NO. EP-8 g l This Jog Is part of the report prepared by Associated Earth Sciences, Inc. (AESll f~r the named yroject and should be read ii together with that report for complete Interpretation. Thts summti_ry applles only o the location o this trench at the time of ~ excavation Subsurface condlttons may change at this location with the passage of time. The data presented are a c slmplficatlon of actual conditions encountered , DESCRIPTION Approximate Elev. 529 Feet f-------1~ ----Topsoil I --------------v~a-s~h-o-n~L-o'd~gement TIii - 2 3 4 5 6 7 - 8 g 10 11 ~ 12 13 14 15 16 17 18 _J ! 19 i Medium dense, very moist ta wet, mottled gray, fine to coarse SAND with silt, ltttle fine to coarse gravel trace cobbles (sm). No stratification or structure. f----a---~--~-~------~---------------Becomes dense grading ta very dense, and less mottled. Bottom of exploration pit at 9.5 fe1:1t. No Caving. Weak Seepage Zones: 3.0, 4.5, 8.0 feet Olympus Villa King County n • ~ Associated Earth Sciences, Inc. ~ Logged by: BWG Project No. KE110202A Approved by !DI I :t_,/ ~ ii H'J 6/2/11 ~'----------------------------------------- - 2 3 - LOG OF EXPLORATION PIT NO. EP-9 This log ls ,?art of the report prepared by Associated Earth Sciences, Inc. (AESIJ for the named rroJect and ahculd be read together with that report for complete ln1arpretation. This summary applies only o the location o th1& trench at the time of excavation. Subsurface concltlons may change atthls location with the pas.saga of time. The data presented are a slmplficatlon of actual conditions encountered. DESCRIPTION Topsoil Vashon Lodgement TIii Approxl111ate Elev. 530 Feet Medium dense, very moist to wet, mottled gray, fine to coarse SAND with silt, little fine to coarse gravel trace cobbles (sm). No stratification or structure. Beccmes dense grading to very dense, and less mottled. 4 9 i ' 10 Bottom of exploretlon pit at 1 0 feet. 11 No Caving. 12 i 13 1 14 15 16 17 18 i 19 -t I Weak Seepage Zones; 2.0, 4.0, and 6,0-9,0 feet -2&----------~------------------- Olympus Villa King County ~ 1i Associated Earth Sciences, Inc. § Logged by: BWG Project No. KE110202A ~ Approved by iii I ±,I iwJ iii Ill 6/2111 ~------------------------------------------- ~ .; ! a • " I ~ 0 ' LOG OF EXPLORATION PIT NO. EP-10 .---~-----------------~--------------------r- I This log ts part of the report prepared by Associated Earth Sclenceti, Inc. (AES1l for the named froject and should be read together with that report for complete ifflarpretation. This summary applles only o the locitlon o ttus trench at ttie time of excavation. St.lbs1.n18ce conditions may change at this location wtth tfle passage of tlme. The data presented are a slmp!fication of actual conditions encountered. 1---+----------______ D_E_s~C~R~I_P"T_IO_N ______ A~p~p_ro_x_lm_at_e_E_le_v_._5_30_F_ee_t-t--, Topsoil -+---------------~~-~~--~~-----------·---Vashon Lodgement TIii 2 3 : J 8 9 10 11 12 ; 13 14 15 16 17 18 19 20 i --1 i J ~ I Medium dense, very moist to wet, mottled gray, fine to coarse SAND with silt, little fine to coarse gravel trace cobbles (sm). No stratification or structure. Becomes dense grading to very dense, and less mottled. Bottom of exploration ptt at 9.5 feet. Weak Seepage Zones: 3.0-4.0, 6.0 feet Olympus Villa King County Associated Earth Sciences, Inc. Logged by: BWG Project No. KE110202A 6/2111 Approved by: APPENDIX6C OLYMPUS VILLA AS-BUILT PLANS Weston Heights North Technical Information Report ,.._ i-1 I r n ,i 1, ·~-. 0 8 IN o~ _oz <DO ::,-~ ~-'-' -::,z ,....~r: s~"' c.. :i; :'i e:i • :=: Q._ 3 >;,:z v,-w ::,~O::'. [L ~ ::,::, ~ 0 i ~ ~z .. Oo > ..... >-z , t:~ ~ w~ ~ !K t 4 11 J - i ij* r, " q ~ ----,-- T· 11111 • ... !a ~I c_ ~,. 111 UJ! ·I [ I_~ I ~ I 11111 z Q ~ I~ ! i ml ' I@ PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. ; [ i I a: OLYMPUS VILLA PLAT . llz ~ g • I: i,~ ~I~ ~1 Lf'GAL DESCRIPTION THAT ~OR'l'ION OF THE NORTHWt'ST QUARTER or n+e: SOUTHW(sr OUART(R OF SECTION 11, TOWNSHIP 2.:'! NORTH, RANGE 5 EA.ST, W.M" IN KING COUNTY. WASHINGTON, DESCRIBED 1\5 l="QLLOWS: BEG!NNtNG A"t THE NORTHWtST CORNER OF THE SOUTHWEST QUARTER OF 5AID SECTION 11, THENCE SOVTH ,>,LONG TH£ WEST LINE OF SAID Su8DMS~N. 330 F£CT TO THE TRUE POIW OF 6EGINN!NG; THENCE EAST 1320 rrrT. MORE OR LESS. TO Tf-1[ EAST LINE or SUBDMSION; THENCE SOUTH. Al.ONG SAID EAST UIIIE. J15 F'EET: THENCE WEST 645 Fe:ET: THENCE NORTH 157.5 FEET. THENCE Wf;ST 675 rm. MORE OR LESS, TO THE WEST LINE or SAID SUBOfVISIO~; THENCE NORTM ALONG SAID WEST UNE. l57.5 FEET TO THE TRUE POINT OF" BEGINNING; EXCEPT THE WEST 30 ~E£T THEREOF" FOR ROAD; AND EXCEPT THE NORTH 103 F"([T OF" THE WEST 95 f'EET; SURVEY NOTES lNSmuMENT AI\J PROCEDURES: A 5-ELECTRONIC TOTAL STATION WAS USED FOR TH1S tl(lD TRAVERS[ SURVEY ACCURACY MEETS OR EXCE!OS WAC. J32-'.30-090 DATE OF SURVCY: NOVEMBER 2010 DATUM: NAVO 88 -0 BENCH~Af<K: ~~NTO~~NTtE~T~~Ol~ ct1:trn PfN IN CONCRETE AT THE 1Nn;RSE:CTION or S.E. 120TH ST. MD 1<48TH A'IENUE SE ELEV. ,,, 512.02' 0 SITE B£NC>i1.fARK: TBM-A: F"NO. RAILROAD SPJI(( IN THE NORrHw£ST FACE or POWEP. POLE. Eill'. = 519.J9' i8M-B: FNC. fWlROAO ~KE IN THE NORTHWEST '"ACE Of" POWER POLE'.. El.EV. "' 518.9:5' ! 1CE~R SECTION 11 I ' ;1 ", J ;I,; z. ~~ wO '01.JND 1-112· BRASS g I z RENTON, WASHINGTON LAND USE PERMIT# LUA 10-090 UTILITY PERMIT #U110042 CONTACT INFORMATION J z, ;f "' > -< ~i VICINITY MAP . --.,.-~1,.:, I C} ~ r-----._ ~~~-:---r\ [;~--~: r· t,i_'. c c.--.... ·-' i r - 'l"-,';l-L.J.I I -~~v & .._i.,.. .. .., ., I /. w l4Ql':JID'. MN' """'--'"' O'NNER / DEVELOPER: CA~WE'.n OLYMPUS VILL.C.. LLC 9720 NE noth Pi.ACE ENGlNEER: SURvEYOR: KIRKLAND, WASHING10N 98034 OFFICE PHONE· 425-825-1955 FAX NUMBER: 425-825-1565 OFFE ENGINEERS, PLLC AnN: DARRELL OFFE, PE 13932 SOUTHEAST 159TH PLACE RENTON, WASHINGTON 98058-7532 Off!CE NUMBER: 425-260-3412 FAX NUMBER: 425-988-0292 MEAD GILMAN & ASSOCIATES ATIN: SHANE BARNES, PLS P.O. BOX 289 WOODINVILLE. WASHINGTON 98072 OFFICE. IIIUM8£R: 425-486-1252 FAX NJMBER; 425-486-6108 TABLE OF CONTENTS SHEET NUMBER ' 2 3 4 5 6 7 6 g TITL f COVER SHEET GENERA!.. NOTES EROSION/GRADING r:>LAN ROAD/STORM PLA~ & PROfl'_E ROAD/STORM PLAN & PROFILE DETAILS & NOTES SANITARY SEWER PLAN SANITARY SEWER PRO::-ILE & DETAIL$ STORMWATER FAC!UTY . ' ,m,. . • ",.,,. 1,_, :" -_.,..-: ,. -~\\'( ...... t-· r ... ~ (' .. .:-· 'b (:, / (' f; ,.,. i ('' i L <.. ...... ' i j ",. m.o / mo f mo ,,. / ,.,. i ~., I ~o / "·' I ! I i !11 o "~ (~-. ...o· ;.,/ o.-;,, "'.o "' ,.._ o "" 'I. . ..,_ ,· 1-~ l:o,. .. . 7 I :, g -·-''"so !'I ; & ,-• & 0 ; & ~ ; S,, 0 S & ~o • , ",j>' : , ,?" e & ,j> , ·' l!: s1i°"''';:,,;i9 -....,~ .... -1 ..... 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(/J :li: c::: >-w -' > 0 0 ~ (.) w ~ :li, a ~ ~ u (.) ~ -COR SEC !0-2J-S: -POS!TION. j_ ~~RfACt: MON. w/ o~~g~.M~~~i1852 (3/27/06) "!TY or RENTON CON L ~ 180<!04.DB37 " 12 , rn ,.,,.,.,, • _ ,a ~~ S_T~ -.' ' 9B~w-Tsu:;,·(~, N 86:--2 ~ 2642.56 (MEAS) GRAPHIC SCALE --------------!"' tz: :u : ;rco~ENDf!VOR ,PPROVAL ~ iJ i .r.{~~ D<Jle: p/,/lf DATE o:Y2Sn011 . ' CONlitf/{f, MAP ~ 30 60 ,~o , Ind, "' W !ul .IOBNO ---R-35870 I .,. _______ Doi~: ____ _ Rt ______ _ I DWG..0 I O::i:t____ SHEET fi~. OQlft. ____ _ 1 OF 9 c.o: A-'.3S"·nc 1 -3 t~ ~ I 'J ~ ~ ~ !: 0 "' ;: I ,w " UI ~ -NOJ~NIHSVM 'NOlN]~ lvOOl 1n# 111"i~Jd AJ.lllrn (060-0 l vm) 1\/ld \llllA snd>'<A 10 NO.LN3<1 ~ ..io X.LIJ Wv TED-40-3587 Ell..Y\11'\l\ VU L~ I'!,-\ I S3l.ON 1~3N38 J.N:UNO~ J33MS ~ 811 'Vlll/\ sndVIIA 10 l.S3MVll\18 i 1 Vld VlllA sndWA 10 N ~~ ~ ~ dww < z ~ 0 OwN > i~ . m < ~ s ~lln , i! z . -~ I fj~~ a ~ ~ ~ • w8w z~I§ • a ~:;' > I~~ j • s ~ t~~ Q ~ ~ i ~ ~-.; ~ 1i ~ • ~i·i o-~ ~ 1! H I g ~Or o< < ii •• I' oz,! 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I U) z ~ z 0 ;:: (.J w U) u. 0 ~ - 3: z w i!: u. 0 z 0 ~ 2 6 .. --~-~ ""' ----~ 1 rnz/~z/ro .1--:1'~0]~'1))11 AQNMYl;I(] t'V"\ J c::, ,.._ ~ ~ h co ;, I.I"\ r· ' t'V"\ ~ '-- I l ,:.::: ) f I --~--I ,,~;---.-a>---..:...,.,11 . . I r---'-...... j j ;. : '-' ·1 ,: I ·,,-! ~ I I / l __ '. " ' TED-40-3587 01.YMPI'~ Vil! .1\ l'I .\ l 010 NVld 8NIO'v'~8 18 NOIS0~3 __ A9~,.,E2_f--------·-lN3.LN0:>133HS;:: ::>11 'VlllA srn·'lldA10 .LS3Ml-'IJ'v'::> I !! '" u z. Wc '"-" _, ii, >--::i "-VI ~ .. , B :-" . ii "~ -----~N3n:> .iVld VlllA sndVIIA 10 ,J i~ ::'.j ~ "61' l~u $ i5 :82~ V) ffi. • c:-=Y 1:i CL ~ ~ • ~ ~ g~~ O!'.Jz~ "' ff ~ccou ~ &!~a~ <.:, 0 £::1~~ )y (l Ji £ ,;; i (.\ T. ~ I \ ""';'~'" .. "l''"'"~r~: ;. • ¥¢1 I ...... NOlQNlHSVM 'N01N3~ lvoo, 1nU 1m~Jd Aflllrn (oso-o I vm) lVld vi11A sn,mno ' .i ;, u )\ NO,LN3lI ~ .rn A.LI J Uilv ·--E:;~-3~.,~.,.,~'""l''"s=== _., .... I ":.':"' I -·· ----- " ON 010 ···---------••• J- 1--l-----------------.J----l ! l ~. t, £ I ,I ~ 0 I °' S'<tz <00 :::, 0,- ~-0 --z --,-I j r-V1 o.~ ~ .:i;L.r.. • ~ a. z ::::! >-0 > '::: S! V) ~l.L.! ::,;::.Ct:: a. :::, ::; ~ 0 r-..z Oo ... tz -""' c..,O:: • li ~ j ~ • } ::i2 1$, f • • ij@ !1!1 1-1 I I ~I 1Z I 11 II \I I " ~ Iii z I g I PORTION OF THE NW 114, SW 114 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M . •• -CONN(CTION TO TH£ DOW~STREAM DRAlw.GE SY'STEM SHAU.. SE vl6. A PERfORol.TED Plf>E CONNECTION, SIT OCTAIL SHEET 6, COMPUA.NCE W!TI-< THIS REQU1R'tM(NT WlU. BE ADOAESSEO IN THE DR,1JNAGE Pt.AN SUBM!TTED FOR TH[ RESIDDffiA.l. SUILOJN(; P[RMfT DRAINAGE ~EW WHEN >,PPUCArlON rs MADE FOR A SINGLE FAMll't' ~SlDENTIA.:._ BUILM.IG PERMIT FCFI: EACH LO'I'" ~----re:· 2't"n'n p=~q™" - ~~-•1 '~'f..::,:,7+41.11>1!:J'Wti ----------~--,-----------------1:... ____ _ DE:;.;:,~ o;,I!." -J[.r.cj;;ft .... ~. . ' ·-·--,. : r, ',.. . . / II I I "\f~,:t --~~ I .. ·" • ~ I -~· I -II I • -,,. -17.~ . ,.~~ •. ---.......... I . I ·1· : IE~\.l.r.i. 12 ~.¢-C • ~0-i .,,. . I ---' I , ... ,,. ~" -•=] ""' :~.n . , "' "' • r -· . -··. -~""" ~· ·~·=· " . -~±"" """ .. ..., ~-"""" --·~ · . ., """ ~·" I S6s.~-, \ • •"' 9•$C, \ • < T < ~ ....... • ,a -M """' ~--1-~--~ I I I I ,,,. § ·-,,,. ,,,, "'' . : /i'il,'Ji:"'~ . '' @ • I • ~;1,i'~,,. : '\ , I, "'41~N£" I ~!::;,.,'Wt''l*"P!:U2'.Jl : 'S.'··1,' v: .. ~~u:itr I ·1· I !2\'tli.?" •HUT . :: 1 ._ii '1' ce,t'WP!.-1 '1 , Jt ~ -~ • ;;, . ., • \ 1 · •• "'·. '"'. """'~· ~ ' [""-' "9"' ' ~ 10 ,.,, .... " ' ' ' ,.,.,_,,,_. ' """"" _L ''!·s, 1r'"' ---'-..-~ ,--ii ff.~,~-,--_.:.,, .,...,. .... ...,. --.-~---.-.-.-_-;;;r-J!i: ' ... '• ,,,. ~ ., ---~~-=-Z-~-~C..:-~~~-..:..:.z"-;'.~~::--\"'-_C_:-=:::::.--C-a~::~'-_C-;-CZC:-"..==-n--1--=-=-~ -----c----~--------~PLAC( \.m·~·•• _ M .... ••-••M••-~o ,,_-_._-,_r-• "' \ • '· ""''=--·b" -" --..• ~., 1-{f I :.:'1l':::,,. ----··, :,I.;,, 7. ,>; • • _ > -,on '::.AS2.l.1t. 12 1f; I ~1 £ • = ,,., ·-,·· _,. ® I '!lhl'111!", !",' ~ Ill:, •• , :cw~=;:,, 'f . I ' I :::;~1 1 ~": 12: •. ,1--,-i=c;cc~ .... ..,_,, ··-. ...,.....,, -~ .t:wi~J-~::21r ":l.: 8~· :-:1 ~ SEE ,. I ~ -.. ~. ~~. ~-~ ·\~ ~\~\ ;\__ ~ ·~ ~~~~·~~-~-' ~~~--J \------..:;,,.,~ ... ---- NE 7th PlAC( -WEST PA\'!!rlENT TRl,NStTION ,· .. 20· ~ 1 1 1 l 11 11 ~ ~'i\l;~~ .. -·1 ,, ::lj;, ~'~. -~-----~-c-... -,,, .. -... ~-----------L --S'OUT>t~lm'L,N£ ----t NE 7th Pl.AC[ -ti!.E. OEPARTME.W. "SUMP our t"•?O' ~ "; l i ~ I i .. , I " . ~, ~ ~{i., ~--~~<bu'---~ ,----•-,sf~11e ~,, • ..., / \'t2<Ve·--ti \ __ ; .. ~¢1.119 r:.,.:1 .:; . --, . . .. . ..... NE. 7th PL.ACE -USf PI\YEMENT TRANSmON 1· .. 20· I ~ ,o', ~ , l L_ v.c.-,cu.oo· t 'lfi"I NCO ~ H£M ZIil ew;,£ r~ f~~f7~1'0,~ ! ' NOTE [)(fSTlNCi UT!L!TY LOCATIONS SHOVN H[REDN ARE. APPROX:l~AlE. ONLY, JT SHAi,.L Si: THE CONTR.t,CTDR'S R::SPONSIBJLlTY T[] D(TERMINE THE EXACT VERTICAL ANO HOIHZONTAL LOCATION or ALL EXlS,-llllG UNDER"GRIJUND unum:s PlllDR TO Cl>!MENCJM:. C01'1STRUCTJON. ND Rt~S[NTATU]N IS MADE THAT ALL EXlSTINCi LJ71LlTlES AR! SH.O,.,.N 1-iERrON TH[ ENGINE:ER ASSUl€S NC RESPDNStBtL!!r !"~ UTJdTIES NOT SHO'JN OR UTILITt(S NOT SHOWN lN Tl-l!:JR PROl"ER LOCATION, C4LL BEfORE YCU Dt~, l-S00-42-'·5555 ""'-I. (i) @ (j) © CURl;I RETURN OATA 5TA!'9% 9ITTU :z, •J1.4iAt' 11T ('«.E i,1/E) ..,l!!.:4!:·9 ,,. R'l. jl>L 7th) .tt~7.!>Llt 11T {NIU. Asl:) ~;~ ,lJ'~t (~~kJ J7 ... 4(1!,26./~t·~ ~·-kJ 1+0?.4!10-~ iii'. l J1•48!12. 1J' IIT. (lit lit,) "" !ilt.i }1t.<41l !>lt.'7 Tti:iii' $19.~ !>lt-l!l ~-'' =.oo ~~ ,a.o, !itt.27 ""' ,:;;;;;; L.,40-.2!.• De).f"'-12'1~"oJ" .....,.. ~--111· DEI..TA-aT45'15" 11•25.oo' ~oo· 11•25.Cll;I -,,. on,,..llO"Ol1tlO. CENTERLINE ALI(;NME.NT NE 7U· ,,I. ® $ <!> "' "' @ 'lfl':fT9 P"WtS S37"27"2f'''E. e&.78' ll•IOOJ)IJ', l.•1~·. !?.•l'l'"\l'l<t.~"I sn'<t7'"4"1:.. •2 ... • A-100.ti0·, c-10.M.r, t:,.-1v,11·1,4.1• '$111T17"Ji" w. =·~· ~-1DO.DO', L•IO.<i~·. lo•!i'Ml":22" Slt';!:8,"a:," -••. ,11· SJk J7•0ll.:!r.2 (ii: J"<fl P..ACE) Slk , ..... , (""5CO P\..et i.o offl...U ~ -....o,rt .. = STORM WATER MANAGEMENT NOTES: { 1) ti.OW CONTROL BIAP'S CONSTRUCT£D ()N EACH LOT St1AU. 8£ OP£Rol.T[D. MAINTAINED >.NO l<EPT IN GOOD REPI\IR 6'l" EACH LOT OWNER. (2) FUU OlSPERSION FL.OIi CONTROL 8~P MAS BEEN IJT!L:ZEO F"OR THIS Pu\T -LOT 1 (J.) HOME OWME!.:S ASSOCIATION ts RESPONSIBIU: FOR MAINTAJw.NCE AND OPE.RATION OF THE CO~BINEO :'.)£TENTION AND WETPONO. (4) ALL THE LOTS IN THIS PLAT S!iALL CO!l!NEC1 TO TH£ STORM SYSTD.I VIA. A J.l[RFORATEO Pl?[ CONNECTION. THE. LOC.,,,TION Of THE PERFORATED PIPE CONN(C1/0N Olli EACH LOT Wlll BE DETERMINED ANO SHOWN ON THE FLOW CONTROL BMP srrr PV,N /IS SUBMITTE:O TO THE CITY AS PART or THE INOl\'IOUAL L:JT BUILDINC PERMIT DRAINAGE RE\ltEW AND APPROVM. PROCESS. TH[ ?ERf"ORAITO PIPE CONNECTION MUST at loWNTAlf',1(0 6Y THE LOT OWNER AND MAY NOT BE Cl-\olNG£0 WlTHIN WRITTEN APPROVAL FROM TH£ CfN or RENTON. {5} tACH INOMCIJAl ;..OT IS REQUIRED AT BUILO!NC P(Rl,UT SUBMITTAL TO P!WVIOC LOT BMF''S FOR IQ; OF THE LOT AR[A, THIS 81,IP {OR 81.!P"S) tS RtOUIRE.D TO BE ?LACED Ok THE LOT. SEC D'.AMPLE ON SHEET 5, = ii ilMll -.... STA.·:57~7"31 I .,,. ~ ~ ; "' ~ 'F ~I '"' i. _ ~~~;~:--::.., -}---... - "' 12·. 1' ct.1AIWICC fl£"lW££N -=~-=~~-i 1\a.T. 15" !i-12 05-¢,!,0!l '" l "" ·, ~,, i be :,i; ~ ~ !iii -o _·i jj~, -i! . ,, ><>•OC 31+® i1~ ~~ ' , .!l!\l.,2.'r..!'l.·- f-' ~t i~ ,,.,,,, .; ~! g ' .1~!. I;, ;~ .. .. .;.; '' l_,,~ r· ~.oo __ ~ -·· ---i~:ii I !>-:.~---· - -'~) ~~ ,:iJL! W!i-12.S-O!DS -~r ·~ ,i_· l!::.tt e,e I c:~ ,:_; ~,; !ii •• h ' NE 7U, Pl)l;CE ~.oo !5•00 , ... , k !."'.:".,. ;i":,i~ ... ~~a -I I I ,., ,.,..J R-358704 ,,_ I ~;, ii ~·oo ·~ "' '" '" = .r ' ,; 5 0 ver1.1:::o.i sco.\e 40 0 h0-rl2or.to.\ sea.le 5 40 JO feet BO feet \:J;Jii lily Oo.-;e~· ---- APPROVAL '"~'7 i:21,7,411 Dc:.trr.....1lll.f!!.. iftr De.t~----- ' ~G: f;.-353?0 I I i Cl Cl 0 1 I 11111~ I ~ ~ 1!11 13 o:§1.:;i~ 111111 i r r I I i I lllli fit, . ~i~ii g ~ 0 0 c.,-~~il z~~~~ r..:i~ ·gt ~ii'i µ..- [; ~ ~ ~ " '" • I 0 > • • 0 • ~ " g () UJ ..J ..J I-..J u.. <( < 0 ...I _J 0:: 0. :::! a. <( > ol:I ...I Cl),z :::!'.~l:5 > :l;la. Cl) '.'.j :l; :::> i O 0:: a. I-0 ~ Cl) ti; >-UJ - ...J ~ ~ 0 I ~1!~ • I '" u !z: ::;:; a ll!! i1 f lo t. !11'25/20; l "'"' JOB "'10. 01\'GNO. __ _ :SieET 4 OF 9 I ! s -l • tpj :;;0 > I ~ -1:>,. ::0 > I ~ (H -Ul QO -.l ;;1 !~Ii 0 "' ~o I N o.,.z <Oo 3~0 ~-z I-~= -<~"' ~~~ "' .::5ltz· 5r~ e=Z (/)..Ji.w ::,i=:n:: Q_::, ::, ~ 0 l "'-z; Oo ~ >-!.: ~ e:,-.l:1l rf. u~} ~ IC 1 < f: ~ d~ q~ ' ~ -~.14 il:•~5.34, 12" STORM WATER MANAGEMENT NJTES: PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. NOTE ( 1) rlOW CONffiOL B~P·s CONS1RUCTEO or. EACH LOT SHAU BE OPERATEO, IIWNTAINED ANO J<EPT IN COOD REPAIR BY EACH LOl OWlll(R. (2) FUi..L DISPERSION FLOW CONTROL BMP HAS BEEN UTIUZ!:D >OR THIS Pl.AT -LOT 1 (J) HOME OWWERS ASSOCIATION IS RESP0NSU31LE roR MAINT"'Nlo.NC[ mo OPERATION Of TH[ COMBINED D£T£NTl0N AND wtTPONO. (4) EACH 1N01Vt0U.0... LOT IS REQUIRED AT BUILDING P(RIJ!T SUBMITTAL TO PRO'w'lDE :..OT BMP'S FOR lOX OF THE LOT lt.RE,o.. THIS BMP (OR BMP'S) IS REQUIRED 10 6£ PLAC[D ON TH£ LOT. SE( EXAMPLE RICHT. (5) ALL THE LOTS :1,1 111:S ~..AT StiAL.. CONNECT TO THE STOR~ SYSTEM VI.\ .I. PERF"OAATEO PIPE CONNEC110N 1HE LOCATION Of THt <'ERfORATED PIPE CONNECTION ON £.1>,CH LOT WlLL BE DITERt.!lNEO AND SH0wN 01, EHE FLOW CONTROL Bl.IP S!TE PLAN AS SUBl.tTTEO T'.) THE CITY AS PART OF TH( 1NDM0UAJ.. LOT BUILDING f>[RMIT ORA!NAGE REVIEW ii.ND APPROVAi. PROCESS. THE P[RFOAATEO PIPE CONNECTION UUST B( MAINTil.lNED BY THE LOT OWNER ANO W.Y NOT BE CHANCED Wf'HIN WM'l'tN >J>PROVAL FR~ THE CITY Of RENTON. :ll,C' GIii.ill ruuD T1ll£HCM •I 'ICITC>t(l)!ICWIID"°'a£f;,i,_t,,' ~--(ruu tllSPER5IOOI) S>ltrr .. T08[~7 ,_ . I I ---..t.... • i .-i I 0 '-i" " ·, u·-~ fi. ' ' ' $~ :, ------------, I L ! ' . , . , . i' i 1 : : , ., ,.,,,,., 1· i --«,:, /f ,k 1.· ):.,..----:·-~_', -·~· -, ' ,,,,, :, .,., - ' '. -,--\ "'-1 ; -&,· : ~ 1!'1, IW' ll"' : "'' I : ,.. • ' I 111 '1/11' !NI' $ -• \ .,, ' 1 ' , , _, i --~:,,, ,,, 1· .,, /"':i":~,r -•·=-'---' ----I / •·-, -~ "'•-, -. ' .~~~-~'~ . -" "" ·····.-· r-~----- ' ---------,_ --~=· ,,. ~" -,= ' · r--------I i I ~ > ' 4 I -, r-----------.. -...,.,:3+,.jf 'l+:z'A'f. ' ~-\ , ' ' .. '' _, ,-I I \ r f I ·J -SJo4e re:, rt£ !'b S7&uf Al/f Id I S'I>. O+~-(NU IN!. NE) :1 l, I~ a ~ =oo ~! J 11 . •o"'~illf#!l•.or !~ •" iZ -= """' If. . 5>~00 (1 00 .~, - ~-OO'fM -4"¥1'1m5!W.l.li ... ,,.,,_',') V ~•ooo SECTION A-/.. =~·-';,;?a R-358705 [XlSTJNG UTH .. !TY LOCATIONS SHDVN l.;[J.ffON AR[ APPROXIMATE ONL 'V lT SfiALL BL TH( CONTRACTOR'S R(SP0NS1BIL:TY TO DETE:~JN£ THC CXAC't VCRTICAL AND HDRfZDNT AL LDCAl10N ()IC" AU LX!ST!HG UND£RGROU"l0 UTILUT(S PRUJR TO COMMENCING caNSTRO:TlON. NC REPRE:SENTATJDN [S MAD( THAT All (X!SHNG UTILITIES ARE SHCJ\i/N HEREON. THE ENGINEER ASSUMLS NCl RESP0NS1BlL:TY fOR UTlL!ilES NOT S'"lD'JN I.R Ui!l.!T!ES NOT SH!l'Jti lN THEIR ?ROPER LDCATJON. CALL B(F"DI<{ YOU D!U, l-800w4,?<iw'55S5 LOT 1 0 (CX,IJ,lf'LE ONLY) BUii.DiNG FERIAIT SMP's (BtJIUlER'S CHOICE) I.OT -......,,, SC F'W MAXU.JM AU.IIWAl!IL.£ ~ SQ, FU1 ::-::-~ 1on • ~ VIJS1 M. -TUI 1.ol 8!,IP'S. ...,........r f>€JI CCSMf su:n>N o::..2..0 IIQJ..()L !llIT HOT UlaTtD TO -111.9c: D!SP{ASOI !0.41) ~ &.!D(i, l!OC1r: l),aD$. GRl<¥£L flU£tl ~. Of! ~ Fl.CM -""1/0ll OTJIOIS A.l'flROIIED BT 1+€ c,rrr ~ IIOffl)l,o ~~~,..~,..: ~· .. :tr ; STA. JO+OO (N£ ro, PU££} l ;~ ~ INSTAU Sl.lM;'f lt0Nl.lM£Nl' CASI: / I ,_ ,4.,.,,. ~~ , · IIIII0•51D..G I F \/ ;$/'":, '/' ,'J. Iii 11£~.12" l ' ;J \ ~i' vi : I -----------'."------..s1JiL.L ~ ~ ~ ~~[..r ,,, i> : { . . rA . ' • o = ~ i \:'-'----'------u~ 'ii; 1(-51~.2'. ,s· fi i ,_•, :i,.._:£...L' .. •,• ·g ..--.·-,-.•.. -i / · ,, ,..,,,: .. =~-'-"=. -·· ~·':· kii!l.li 'h"'= : ~-'""fff' -' ' "-. -_·_ I/ . _;., "= "~ .,,~,"' "= . . ,_ -~"l':t - PASCO PLACE NE ~ ·1 j,, ;!" .: ~ --------------------,--------_ ---_ ---____ Zl;!:!)O___ _ _ ~ EX--..i ·-• W ' ' ; I -ISII.F~l$•~~C-, it -·'*;_-----......_,.. ~ ~L -• =-=~ ~l~--;:.. --~·---·-P·P .'.S il1Pt·"'AA't:'ltt•rrnzE21 --·--::-.J ~ -~ --··~· ~ I '4 Wl[~ ;!'~;-'" t¥la< ltlSrAI.LOIN ~·-1.1$ SP.111.Ul {M'.) ~-. - \ ' .. ,,;,;._-:z:. ........ ' : : 4A f''' .~..,:.m·:, '~ . . ; f f1i ' 1 • -: I ., I i ~11:1· ' 1, '•i Ii ~ I n.~ !V<I I JU' Ii:£'.! tlt:~io.lJO ce,n, J'l'l'[T Flllla,,$12.1 l!:~f!i.15• SEE SHEET 4 Nii " Av>:NuE NE le .., _,'-... _ , c > I APPR VA I I . --· _,,,, I : : 11 CEWT[Rllkl[ AUCNMEN! PASCO "LACE CUTTER $ ''.· Da.te'.....!!:!J..!! 111 II --~~=-,woc 5 0 5 '0 I 9J BEA1!1"1C DISTAWCE ~ED SI' f1(ll) COICWTlOM • .. T . ' ® '1•2ti0.oo'. c ... 351 E'. t.-8'\7',,. PA.SCOPlACENE (SECTION} 11erticc.l sea.le feet ~ ~ .., 3 Y Do.tee_ ___ _ • ~ NT s 40 O 40 BO 5 I ~ ., . I y Da."tl',' I I I ' , norlzonto.l sco.le feet 1 1 . -~ cit ; ~ a " " g ~ , ~' ,~ i ; f,r "' ar •• ,~· ,._,1 os-1.00:,: "' ~ i i IE•=.11· •L"" ,~ :t ii' ••oo ~ i i, ' .a:x ~ eit;i: fllllll: Zit aia: sr .. J.7+81!~ r .,.., l'UCC) I st .. HH.•~ (1'11SCO PL.I(;( lfE) I i I Ii{ l<lwl' "" ••oo ~ ~ 0.8o:l ~ ~ ; ~ ; I ! I I I 8 v.c. .. 1w.w a ~ ~ . t i: ~ • ~ ~,..i • .; ' ("• . ' ~1 11~ d ~"re.rt.: siPRo'iit~riffil l --=1:~ 17i;l.f., ,:, 11~'1 r..•O.Hill PASCO PlACE ~E. "" - 25L'., 12' ll•l:l IIS-l.DO,i; ~-·: ~~ j ~. 11 ~ HOO ~~~ '" "' '"' '" "' "' "' = "= l :h r=...:r~~~ .!Ii I 4• -l.6 SPi>Wi (l"YP.J ~ II I I ~-1.!~ .! ~~ --- ~ ! 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SHt:t: 5 OF 9 -3 ~~ ..., '.5 I ;: ~ ,1::,,. ; E ,:, :: I ;: ~ ~ UI QO -l r«>!1dlIDS30 -~03lWS!N~,~.noo::_A~<1,~,-~--+-.. -~-='----l'=,-=1 11f1l/8J1.03.l'W<Jl>lN3,w:xJA..11::>md ,wz,amo i --------------·· g 'i ' 1 -~--j-,. I n 11oz/81/to --------------- NO.l~NIHSVM 'NO!N]B lvOO 11 n# lll'i~]d ),Jlllln (060-0,vm) 1\fld \flllA snd~AlO l Jt H 1 t f L,J ;;: <[ z j --' w' L,J CY f- (/) 0 l.d f-z D D :,:: 0 z D D CY t'.J s!l ~1 l ' q I ;~ > ' ________ ,,_ ~ ! t ! ' ! ' " NO.LN3:H ~ ,10 ).J,JJ w;; i TED-40-3587 z [J H f- u L,J z z D u L,J CL H CL <=l L,J f···· <[ Ck'. D L,_ Ck'. Ld [L __J <[ ,- L,J <=l <=l Ck'. <[ D "' <=l L,J I u f- 0 z I u z w CY I- p w _J _J H t,_ __ J I....J > <[ (Y l'.) 01 YMPli:-i VIIJ -\ l'l Al z D f- <[ _J __J <[ f-I o/) z z CJ ·~ (/) . l'.) z "' CY <[ CL D z •--~-!:iddV Jl'll'O AB f-~=i-~ l r---c~c--=----'--1 °'' l' I ""O .. ~ > .I c::, ~ • ~ r--" " " "" ' ' ~ g ~ 0 0 co ~ "- &.I"\ (;:; ~ ~) I I a:::: (_( -.::1 .~ ----~-\) JlllS Hll'lli f •I l1~i1 !, ~.h ' -l_s!IE ~~ i -i3 fii :-,.z I &J;; W• !· •• ~~ j~ !l!H ?~ uj =" ~I-,_.; ~WW ,i'iTii-~iZ ~~ w w= zZ ~ ' ----iiti: ,mo,-- •• -](JI$ Hlo"° -- ····-··--- ~;;, '-'~1:! fl~g ~;l!w >a~ !i z- ~~ w ; " u h ~;:;-i z .,: ~a• ~ [l'.'. •• o ; f- If m; z • I.J ~B--·-.. >-~ ij .,: ;~ 3'. uJ ·-> cc 0. uJ ui f-" I, I z cc u z 0 u f-z w :a lei u z ~ -' ---- NOISIAJij ----- ~ i 10> l1 ,ii ,. 0 "' 0 IN 0"" ~00 :::,0,-. c,;~ --~ :i: :5~~ /J.. ~3: :s~z " 0 >~~ v, -'w :)i::: c:: Q_ :, ::e j 0 ~ ~ r..z ; Oo 0 ,... : >-z • E,-o!~ l u~} !t$. i ,; I ·1 C ij~ ~!! ~I~ I 11 Ii II :i 'l ~ t ! D z PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. NOT[, 520 510 j! I ~~ ~ 6' IIINYL •ENCE (TYP ) w '.5 ,--1 • FRE£BOARD if ----}--,DP or PQND=M875 (MINl_ ___ _ 6! \----,r-_,_--,r-M~-w~::_5JLD_ -------'° I iw •z ~ Ii 0 ,f 13 I .1. 12' GRAVEL ROAD 1.0· SEOtMENT \ /] \ / sonoM 507.o STORAGE 500 S,O 510 500 POND SECTION A-A I ___--r 6' VlN'i'L FENCE (TYP.) _________ i' FRE.EBOARO __ r.~-!Q~_9f PQND=~18.75 (~l~.:l_ ___ _ tT--~~!!!_~_WS=S,7.75 _____ 2 2 I i,R~ 'i ·'' I "'io 0,---i 1 -1--4:=i-~o_ws .. 512.20 ___ _ l 4.2· WO l STORAGE ~I ~ u' j C8#15 1.0' SEDIMENT STORAGE POND SECTION 8-B w z ;::; ',.. I« 1,t' ,o 'if i= g 520 510 500 WATER QUALITY SIZING v'OLLIME REQUIRED = 9,881 cu_ "£:CT VOLUME PROVIDED = 9,690 CU fT. 0 512.20 CELL # 1 "" 3,450 CLJ. f'ECT CELL 12 "' 6,440 CU. FEET DETENTION VOLVME SIZiNG VOLUME REQUIRED = 36,042 CU. FEET VOLUME PROVIDED = 36, ;oo CU FT. 0 517.75 9LF., STA. 31 +J6 43' LT. C8f'f4, TYPE 11-48 OVERFLOW STRUCTURE W/BIRD CAG~ GRATE RIM=517.75 lE=513.75, iZ9 -,-- 4Jlf., 12" N-12 A t LINK FEN(:C. --= ... EXISTING UTI. .. iTY L0CAT1C1',1S. SH0VN ,;[REON ,a.Rt ,a,f>PRCJX}M,11,T[ GNLY. !T SHALL Bf TH[ CONT~AC"'"CIR'S RCSPQNSlBILfT'I' HJ DETERMINE: TH[ [XACT VERTICAL AND H!JRlZONT,11,L L!::tAl!C>I Of ALL EXISTING UNDERGROUND UTILJITES ?RWR TO COMMENCH,IG CONSTRUCTION NO REPRESEN1A.T!ON IS AAD[ THAT ALL EXISTING UTlLHIES AR£ SttOvN HEREON THE E'NGINtER ASSUMES ND R(S?()NSJBIUTV F"!JR urn .. rm:s NOT SHO',,'N OR UTJL1TJES NOT SHQ\Jf,,i IN TH(!I!: PR0?£R LOCATION; CM.L Bff!JRE l'QU DIG: 1-800--'12<1-S'.555 .-90LF., 2' ROCK(R'f ' ' . 'I 11: ' ~ "' < " '" C, ~ D A 1 I i i : 1~ I , I~'! " ; j OJ ; ~ .. J:,ifi I ' n ~ I _:_. ~ ill~ 12' WiDE GRAVEL ACCESS ROAD MAX. GRADE= 12~ 2-B' SWING GATES .. ~c..__-:_.f + \ 32+ \...STA. J2+09 :"'~ ·· \ ----4 0_9 15' DRIVEWAY CUT ------w w I (/J ROAD ELEV-518.57 IE:.=510.71. 15• STM ,e:,,,512.sa. e· ss 1[:.=515.34, 12~ SH.! B ---:-- ~-~-,-·v STA. 1+39.71 O'LT. CB 15, TYPf-11 54 W SOUD LOCKING UD SEE THIS SHEET Rl"-'!=51S.« IE=-511.07, 1Z- 1E=510.B2, 15" _...-12" OURET TO CB#15 !E=.512.20 ----_:....-...: ::.:::.::..":.;"..::..:...-w w --,------ lfilJ, .)1-+66 ~nr ---11(/J C 13. TYPR 11 S<I CONTROL STRUCTURF W/SOUO lOCl<ING LlD RIM"'5Hl.7!i 1£-512.20. :2· 46LF., 12• N-12 0Ss=c2.46% 5 ~ ~ ;,, 1 2"' INLET FROM POND ORIF'ICE #1-.510.20 ' . z ii N 508.20 1~ O.BB' DIAMETER I. CONTROL STRUCTURE-54" 1 M=2' R-358707 ' GRAPHIC SCALE 0 10 20 40 I Inch :: 20 IHf 't_~R By· Oo t"~' __ APr:'>f:OYAI O.i. t~:....fi2f.tlJ!_ Bl'" Dot .. c· -----,, Do:t._., :_'-L.,' ~-3.'.:'f7C/ I II~ i~ " ,i B :i § ~ t 0 • t ;1~ rJl ! P'i I S IJ:l~-~ ,~ D IJ:l • "' I° z"rs ~ G~ ig I~ ~-~~ Z ~-o ! . ~ti i:.:aJ ~ • ~u ~ ! ~ er 11 ~ Ir-~~ Ii ~ § I , , .,. ? ~o i; _., ;~ Ul 00 (.) I ....J -' I-i -' /'.: <t'. I • ...J I ::i I ::J a_-'·--I (.) :s > <C en u. ...J ::, 0:: -C. w > ::iE I-en >-< ::::i 6 s: a_ I-::iE ~ Cl') 0:: >-w ~ ...J s: en 0 ::iE • t3 ~ ~ 1~ ji ~ I" • <:.> 041111i7ll11 o,.oc .JOB NO. owe NO.------==== SHEET 9 OF 9 - 0 ii I• N ~ ,_ I:,-;:,, 10 0 a, "'"""'0 IN ~6z <(00 :o--__,_,:, .._...:::,z ...-=ii::I St::~ Q_::, 3' "' :5wz ::!a. 0 > 1:'z u,-W ::i.:dc:i::: Q_ >--::,:::, >- _J 0 1i ~ ~z 1 Oo o ..... :,-. z ~ t~ 1 uo:: ~ 1- If • -- i ff@ q ! -I ~u I 1 :!1 ~ ~· ~ I I :1 I I i I I - 1i ~ Iii~ iii t 1 j 2 2 ~ Li g PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. I ! 1• OLYMPUS VILLA PLAT I! i I j ~. LEGAL DESCRIPTION THAT PORTION Of THE NORTHW£$T QUARTER Of THE SOUTHWEST QUARTER Of SECTlON 11, TOWNSHIP 23 NORTH, RANGE 5 E:A.S:. W.M., 1N KING COUN'TY, WASHINGTON, DESCRIBED AS FOLLOWS: BfGJNNING AT THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER Of SAID SECTION 11, THENCE SOUTl'I ALONG THE WEST UNE OF SA.ID SUBOMSION, 330 l"rrf TO THE TRUE POINT Of BEGINNING; THENCE EAST 1320 FEET, MORE OR LtsS, TO THE E.o>S1' UN( Of SUBOMSJON: THENCE SOUTH. Al.ONG SAlD EAST UNE, 315 f"EET. THENCE WEST 645 FEST; THENCE NORTH !57.5 fEET; THENCE WEST 675 F'EI:T, MORE OR ~ESS. TO THE WEST LINE Of SAID SU90MS!ON; THENCE ~ AL.ONG SAID WEST UN[, t57.S f'EET TO THE TRUE ?OINT Of BEGINNING: EXC£PT THE WEST JO F'EEJ THEREOF FOR ROAD; ANO (X(:Ef>T let£ NORTH 103 rm OF TH£ wE:ST 95 F"EET; SURVEY NOTES INSTRUMENT AND PROCEDURES: A 5• ELECTRONIC TOTAi. STATION WAS IJSED FOR Tl-itS F!ELD TR'.VERS[ SURVEY. ACCURACY MEETS OR EXCEEDS WAC. .332-130-090. DAT£ OF SURVEY: t-10VfJ11E!ER 2010 DATUM: NAVO 88 0 BENCHMARK: ~TQf'~\NT~tNT~~o,.' c~1:P 3 E.R PIN IN CONCRE:f AT THE INTERSECTION Of S.E. 120TH ST, ANO 148TH AVENUE SL [LEV "' 512..02' 0 SITE BENCHMARK: TBM-A: rnD. RA.lt..ROAD SPIKE IN THE NORTHWEST FACE Of POwER POU:. ELEV. • SHU,9' TB-M-8: fND. RAILROAD SPIKE IN TH[ NORTHWEST l'ACe'. Of POY.-tR POL.£. rL.1.V. -518.9.:f I lrCENTER SECTION 11 7- 1 ;1 ~, J ;·1; "'~ < b ~o SE COR SEC 10-2J-5~ FOUND '-1/2" BRASS itz r suRr....cE MON w; PuNcH. HELD PosmoN. I / CnY Of -RENTON CONTROL !.!ON f1852 (J./27 /06) / N l B0904.0B37 RENTON, WASHINGTON LAND USE PERMIT# LUA10-090 UTILITY PERMIT #U110042 CONTACT INFORMATION ~· z, VlCIN!TY MAP I ! ! ~ 1-\ ::,c -;,. .... ., -'-::···-.........._ ~ -?'i.. "\ 1;= C ~ ~' ~ \ ~ Ll; t .~ . ' I i ~ I -ii w WClfl!IT MAP ~ l'l l!727'11" w 1•*-".87 OWNER / DEVELOPER: CAMWEST OLYMPUS VILLA, LLC 9720 NE 120th PLACE :'.:NG!N[(:R: SURV[YQR: K!RKlAND, WASHINGTON 98034 OFFICE PHONE: 425-825-1955 F'AX NUMBER: 425-825-1565 Of'FE ENGINEERS. PLLC ATTN: DARRELL OFFE, PE 13932 SOUTHEAST 159TH PLACE RENTON, WASHINGTON 98058-7832 OFFlCE NUMBER: 425-260-3412 FAX NUI.IBER: 425-988-0292 MEAD GILMAN & ASSOCIATES ATTN: SHANE BARNES, PLS ?.O. aox 289 ~ WOOJINVILLE. WASHINGTON 98072 om:E NUMBER: 425-486-1252 FAX NUMBER: 425-486-6108 TABLE OF CONTENTS SHEET NUMBi:-R 1 2 3 4 5 6 7 8 9 Ilil..f. COVER SHEET GENERA:.. NOTES EROSION/GRADING PLAN ROAD/STORM PLAN & PROFILE ROAD/STORM PLAN & PROFILE D£TA1LS &: NOT£$ SANITARY SEWER PLAN SANITARY SEWER PROFILE & DETAlLS STORMWATER FACIUiY Jr 1 m,r;l' ! 80.0' &li.O' 1u· ----i / 1· ' I I . , ).. ,· ~ /. .._ {-· C; .:,.· {' • ~-A• • I: . ¢ / 1 • 0 '""" fl<'V' , , , • . . ~ , I S , ('" (:' • • l ! I 11,.r / 11:t.o' j 70.a' / 10.0· I 10.u ~ ! 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I' ' \,.V' ~!O' . a.~· ~-izj f,.~9' sC· lJO' ' -· -!.i,___ 18.7' 100.,~· ~ er;n·21· 111 I ~L ~ocr f I, $ ' <. • ~: ,-~ ,,,,., ... ·c; i 1•~;,;, ifi J ,i ~tU' ~·;.wc'.:.! •• c Lig "lip~. - {· ~ , :, • § x-'142 " 0 8 s 111~ 2 -., ~ '- ~6i • o ~ ~ > a ~~11~ i C)-"' ! z I' J c'c'---~ pe ~! i l (;I, ~ a.. ::s _J > (/) :::> a.. ~ ::i 0 () -' -' :5 I; ~ a ~ ::::! I-> w (/) w ::, :c: a. Cl) ::ii 0:: ~. '5; 010 ti, () ~ ::ii z <( := () § ~ ~ ;l ~ ""°""'" ,;•; .rl --,~-,,-~-~-,--,-O-R_A_PP_R_O_yA_t __ fi ,u tfy(;Jk,~~ Data: Q/,/J( DATE Sy: Doto,____ JOO NO ~ 13\6622.3632 1 _____ NE 4th STRED _ _ ___ --_ 11 112 -~ N aB'21·or w 2642.se· (MEAS) N aa·21·21M w 2s22.J:r r~ ~ GRAPHIC SCALE R-358708 0 30 60 120 R-358761 Sy· Dcu" (-: 0::""="°::::,;· ;:;;;;;;:==_J ----· SHEET CQN'l',§/{j !,{AP ·--1 ;,,en = fiO IHI Ely. Dau•_----1 OF 9 ui:;: R-35'670'6" c.D:7)>::>5'?70 I --. t ..., l'.'!"l ~~ ~ I ~ 7, ..J;;i.. ~ ~ = -~ I 'W ! VI QO -l s ,, ~II, ii 0 "' 0 IN O""" -OZ <00 ::,-,- _J .... () -::,z I-:iii::::f: :"it: !Q '-::e" :'SE . _,n. z >>-~ ,-Z (l)-'-1..l ::i=hr n. ,-::a:, ":, 0 ""Z Oo r-< >-z r-< r-:l o~ t: 1 t i • ) :!! I~ .. I 1 • t~ f~l ~ :1 111 •i ~1. 1 l1 II II I I I I ' I I I I i I ~ il i ,j ... il ~ I 1 ! I ~ WAT~R GENERAL NQTES 1. AU WORK IAATERW. SH>J..L SE: N CONrORt,IN,IC( WITl1 THE STANDARDS AND SPECIFICATIONS Of" niE Ctn" Of R[NTON PlANNING/BUIL.DiNG/PUBUC WORKS DEPARTMENT AND l""HE 199tl EOtllON Of THE WSOOT/.1.PWA Si~ ,\fll[) sPEClflCAT!ONS, AS A?PAO.'CD AHO MODlFltD BY "lliE CIT'l" a. RtNTON IN TH£ R(.NiON StANOARD PLANS ~ SPl::CIF1C.lo.'l1DtjS, A SET or APPRQ'IEO Pv.rG Stw..L B£ K£l't 0,.: Sll"E AT ALL TIMES OUR!N(; CONSTRl.JCTION 2 TH£ HOURS or 'NORI( It. THE SlREET RIGHT o• WAY SHAU BE Lllit£l[O TO 6.JO AM TO ~:JO PM 00 WEEKD,1,YS UNLESS OTHERWISE .,.P?ROV(() I"< Vffl!TING Br TME DE?ARTMEr-IT OF" PUBLIC WORKS Al {-425)4,J0-7301. TH£ f'Ot.Jct D£F'lvf1MENT, '1RE OEPARTM(NT, ANO 91 \ SrW..L S( NOT!f'lm 1• HOURS IN ArNN-4C.E Of' ANY Wo;:!K IN TH£ RIGHT or WAY. ?,. ALL tOCA.TIOtiS Of EXISTING IJTiUTIES s.tOWN ARE APPROXIMATE ANO IT SHAU. BE Tl-EE CONTRACTOR'S RESPCIWSl81UTY TO VERIFY Tl-IE" TRUE AMO CORRECT LOCATION SO "3 TO AVOIO Q.I.MAGE OR tl1S1URBUJCE. FOR UTIUTY ~TE CALL -48-HOvRS LOCAlOltS. l-600-424-5.!i~:; f "I< APl>ROYEl TRAmC cot,('/R(X, PLAN 1S REQUIREL TO B( SIJBMITTtD .\T TH( PRE-CONSTRUCTION WOCTW(.. !i. AU. WATER MAIN P!Pf; TO 8[ CEMENT U1'i1EO OUCTll( fRON PIPE: CONFDRWNC TO io.W'NA C 11 O AHO C11 I OR 1.ATEST REVISION. "rnlCl(Nf.SS CLASS 52. CEMEN1" MORTAR UNING ANO $(AL COATING SIW.L CONFORM TO AWWA C104 OR LATfST R£\11Slm(. F'!1"E JOINTS TO B£ PUSH~ON OR MS:HANICAJ. JOINT. BEDDING TO BE. CLASS C. AU DUCTIU: IRON PP[ ANO FITTINGS SML.l. SE POLYmm.Df£ WRAPPED P£R ~Sl/AWWA C105/A21.5-Q:J ~Ml~ 6. CAST b'tON AND DUCTllE: IRON ITTTING,S St<W..L 8( ctWlNT UNED. ~ESSURO. R,lT£0 "5 NOTED ON P.»15, ANO 1111 ACCOR~E WITli ANSI/AWWA C110/A21.!0-67. C0,10.'T UNING SHAU 8£ IN ...CCOROANC( wrni N-ISI/AWWA C104/A21.4-90. IF FlTTlNGS ,'~( 3 INCH£S 10 12 1NCl,£S IN Dw.lE?ffi AND tt,W'E MfC~ JOIWTS. 'THE l'lTT1NGS SHAU SE IN .i.ccoRD~ WITH EITHER ANSI/NIIWA C110/A.21.10-B7 OR M<S1/A¥NIA C153/"21.~-94. J INCl1 TO <2 ll<i(:H 01,\MEltR rm'INGS WHICH KAVE MCCli*IOCAL. JOlfo(fS ,'NO/OR !"~ JOIITTS SHALL S=: IN ACCORD,1,.NCE WITH AHS!/AWWA C110/"21. 10.87 Of! A COl.tBIWi.TION or ANSl{NHWA C110/"'2U0,1)7 AND l«Sl/.1.WWA C15J/A21.5J-IM-SUC}I lH.\T Tit[ PQln!ON Of" lJ.i nm~ WlTI-! A WECHmlCO.:. JOHT{S). IAAY 8[ IN ACCOIIDil.NCE WITH ~/AWWA C153/A21.5.3-94 ANO THAT PORTlOtl OF THE ITTTING Wm·! R.»IGEO JO!NT{S) Sl-W.:.. flE 1N ACCOROo\NCt 'WITH 1<11cSI/AWW" Cl10/A21.10-87 ACCEPTANCE TESTltt(; IN ACCORCWo!CE WITH SE.CTION SJ:SJ OF N,/.Si/AWWA C15J./A21.53-94 OR WITM SECTION 10--4.J OF ~/MNIA C110/A..2U0-87 SH,OJ.L BE OBT.A.INED BY :"HE CON'Ftl.CTOfl ANO TRA.HSMITTED TO Tl'IE owi«::R. ~TE VALVES S11AU. BE IRON EIOOY. 8RONZED-l.tOVNtED, 00UBl£ DISC WITI-E SRONZf WEDGINC OCVICE AND 0-R!N(. STUFTIIIC BO~. (AWi/A C!,00} OR OF RESIUENT SEATED T'!"Pf (MIWA ~). VALVES SHALL BE DESIGNED F"OA A MINIUIJM WAT[Ft OP[FIATIN(: f!RESSURE Of 200 PSI. GATE VAL.VfS SW..U. BE CL.Ow UST !f, MUEllER COMPAN'!" ND A1J.SO, -DR M &. I'. AR£ HYOAANTS SHAU & CORE'f Tl""'E (OPENING MTH "rHE PRESSURE) Dff COMPRESSION TY?£. (OPENING AGAINST PRESSURE) CONFcmMING TO AWWA C-502.-85 wrn-1 r,, 6 INCH l,l(CHJ..NICAL JOINT INLET ANO A MAIN VAL~ OPtNING (M.V.O.) ~ 5-,/4 INCHES, TWO 2-1/2 INCH HOSE NOZZLES~ ~OONA.. 5T~l>AAD MLJD5 1-1/2 l'HREADS PER INCi-! AN!) ONE 4 INCli PU~f>EFt NOZZLE'S WITH THE NEW SEA.TTI.E PATTERN 6 TriREAPS POI INCli. 60 OCCRf.:ES V.8L THFtEAO$, OUTSIDE l)IAl,1[TER Of WA.l£ ,R(AO ,.875 .lN() ROOT DII\METUI 4.1326J. HYORAms SMALL HAVE A 1-1/&" POITAGON OPER.ft.TrNG NUT OPEN£0 BY TUR+JING COI.INITR CLOCl(W!SE 9. THE 1WO 2-v2· liOSE OOZZL(S SAA.l 8£. f1TTED wrt,., CA.ST 1/l'Oti 't4RE.AOEC-CAPS WITH OP£RA.TINC NUT or TH( SAM( tJ£slGN AND PffOF'OR'TIONS ~ THE H'1'0RAJ,,.'T STEIi NU"." CA~ SKAU. 8[ rnT£D WITH SUITA9l£ NEOPROIE G;J.SKCTS FOR POSrT!V( w.-.m nCttTHESS UNDO! 10. TriE ,i.• P.Jt.lPER NOlZL£ SliAL.. BE "ITTED WITh A STWTZ AfW'TER, 4" SD.TILE THRr.A.:l )( s· S!QR!Z. SJORTZ AD!,~Ttfi SI-W.t._ BE FORGal AND/OR EX.TRUCED 6061-TE At.Ul,jlNW Al.LOY. !i61'1DCOAT ANODIZED. THRE'>Oro ENO f'Oll:Tl(IN StWJ.. HA\I( NO WCS AND 2 SET SCREWS 180 DECREES APA.QT. STORT! F'ACt 'rO BE lrilETAL, HO GASl<ET TO WEATHER. STORTZ CAP' TO H,11,V[ ~~~r: s'W:1~~=r~. SHAU. oc ATTACtlED ro H'l"OfWIT J\ON'"\'EF! wmi 1 .1a· 11. FrR£ HYOAANTS SHA.Ll.. BE PAJNTED WITH rwo COA.'S OF PAINT. PRESERVATh'E PAJNT NUMBER -'J-655 W"ETY YllLDW OR APPROV'EO EQUAL.. 1£ ::OUWC'61 COHN[CTIOt. TO f'ACE ~AY ASSEMBL'l". 13. FIRE HYM,,NlS SttALL SE. IHSTAU.£D ?ER CITY OF RENTON STNIOARO OCT.lll FOR FIRE 1-/YDAANTS, LATEST R'EVIS!ONS. 1-4. All. WATERW.INS 10 INCHES ANO SMALLER TO MAJNTA.!N A MIN!t.lUM CO\"'JI or 36 U::li(S BUOl'/ FlNtSH GRAO£. A.LL WATEII: loWN 12 INCHES ANO ~ SHAU. 8E AT A I.IINIMUM 0. "8 INCHtS 8El.OW FlNISH GRADE. WliERE lJTlll1Y OJNFUCTS OCCUR, WATO! w.iNS A.At TO BE LOWER(O TO CLEAA. 15. kl WATERloWNS SIX {6) INCl-l!:S IN DIA.METER ANO l.AfWER SHAU. 9£ ClEAM.C WITH PJPE Cl.CNIJNC "PIGS" PRIOf! TO D!S1NF1:CTl0i't THE "Pot Y ptc5• S."'IAU. El( GIRARD INOUSTRr[S AQUA. SWAB-AS OR APPROVED (Ol,IAJ.. 2 U!/Ci.J FT. OENSl!'Y roM! YITTH E10A. DUROMCT£R VRCT!iANE RIJB8£R COATING ON THE FtEAR Of "PIG" ONLY 16. "P1GS" $Hlo.l.L BE CYUNOO! SHAF'Ul WilH BUL.1£f NOS£ OR SQUARE ENO. THE COmRACTOR WILL PE:RF'ORM THE o..EAIIIING OPEAATION 17. AL. WATERMAINS A.NO SER\"1CES SHAU BE ?RtSSUR! TESTEO TO A M!Nllill,IM Oi'" 200 PSI OR I 50 PSl OVER OP[RAWolG AAfSSIJi!t:. lN />CCORQO.NC( W1!H TliE SPECIF.cATJ0"6 o• THE CITY OF RENTON -'ND TH( 'NASHl~ON STATE HEN. "TH OEi>ARTI.tENT Au. PRESSURE TESTlt.tC S+w.l. SE DONE IN ll1E PRESENCE 0~ A Rl!PRESE"ITA~ OF lHC: CrrY or RENTON TliE OU...,..'Trl'r' Of' WAT(R LOST FROM "THE 1,11,JN SHAU. NOT EXCEED Tl-iE NUNE!(R Qt t'lALLONS PEA HOUl't AS USfED Ito crN or RENTON STANDARD Pl.ANS & SP(ClflC,.TlONS ?-11.3(11 ). THE LOSS W PM:SSUR£ SIW.l. NOT Etctto 5 PSI DuRl"IG THE 2 HOUfl: 1EST PERIOD. 16 AU WAT£RWIJNS ~ S..<lMCES SK,\i.l. BE OISINf[CT[O 8'," Hit INJECTION OF A 50 PPM (MINIMUM CONC(Nm.ATION) CHLDRJNE;w.,.TER SOLUTION. DRY UJ..CHJM tf'l"POCHLORITE SHAU NOT SE PLACED !N THE PIPE AS LAID. CI-ILOR!NE SttAU. B( 1,iET(RCO/!NJECTtO IN ACCORDANCE WITH SECTIOI'< 7-11.J(12)E OR 7-11.J(12}V OF THE S"TANDAAO SPEClrlO.TIONS REftl'tOICto ~ HI. A PRE.C<mSlRIJCTION CONF'ERENCE IS R£QU!RED PRIOR TO /&N'I' CONSTRUGT!Or.. A t.llNIUUM Of" FlVE (S) WORl(ll,IC OAVS NOTICE IS REOUIR(O roR SCH£0uU"le. 20. TW${T"(-;'OUR (24) fiCUfl NOTIC£ WlU 8[ REOUlREO PRIOR lO STAR"n!ol(; N(W GONSll<UCTION. 21. IT 5l1ALL B£ THE COt."TRA..,"TOR'S R£SPONSl8IUT'r TO SECURE ALI. N(C£SSAA"'l" "E'RMITS Po!fOR 1'0 STAR!lNCl' CONSTRI.JCTIOI'<. 22. INSTAU.ATION Of" CORPO~TE STOPS. WATER StRVlctS. LINES .\ND LffTE~ SkALL NOi er OONt U~IL AlL so:Mc.E'. AGREEMOf!S, l,,ICT[R Af'l>I.ICJ,noNS, CONSTRUCT!QIII PERWfl'S. -'SO PAYM(NT Of" FEES tl"VE ~EN tMQE TO n-lE CITY Df RENTON. :a .AU CONNECTION TO EXIST!NC WilNS TO 8E ACCOU?USHE(l BY THE CIT'!" Of R£NT°'1, EXCEPT l'f'ET T,'J>S WlilCH IU.Y BE wot 8'I" APPROVEO wa TN' COl-iTRACTO~ WlrH PRIOR N'PROVAL).R F'ROM THE D£PAA'TME1'fl OF PUBUC WORKS Al.L SE.C(SS.o.RY (XCAVATION AND MAT'ERIALS TO BE!E SUPPLIED 6'Y THE COl-fffiACTOR ,lo.NO & ON-SrTE PRIOR ro CITY fiOTIFICATIONS. .24. ~SPECTK>N W1LL 8E ACCOMPUSl-tED BY A. REPRESE:.NT,'TM CF THE Cm' Of" FtENTON. IT SHAU. BE THE CONTRACTOFl'S RESPOHSIBJUTY TO NOTIFY OEVELOl"MENT SERIIICES 24 HOl.lRS It,, ADVANCE OF BACKF'lWNG Ml. CONSTRUc-:lON. THE CON1Ftl>.CTOR .loS W£U. AS TI-It D<Gl~RS SeW..i.. KE:EP "5-BUILT ORIIWINGS. 25. COt.'TRACTOR TO PROVIOE PLUGS AN'.l TClrilF'OFI.AAY BLOW-Ofl" ASStUSUES FOR if:STINC: A.ND PURftY .-.CCEPTANCE PRIOR TO •!NA.l. 11E-ir.. 26 AU JOINT RESTIWt.!T SYST[l.6 (SHACKU: RODS. i'<VTS, 00LT$, ETC.) S..W..L Bi AS liWiUFACTUl<£0 B"!' TH£ SlAR lrilANUf'ACTURINC COMP.A.NY OF COLUMBUS OHlC OR E:OUAL. APPROVED fN WRITINC B'Y THE DEPA.RTldEHT OF PUBLIC WORKS 27. AS,..,.......T ~ CONCRET!'. S1REET PAVlNG ~l £IE SAWCUl 10 A I.IIMMUW DEPTH Of 1WC tNC>iES. Oil. MAT STREETS I.IA'!" BE SPACE Cl/1' AU. SUFWA:::E CO~ETE. PAVEMO,,'T, s~~s. ClJl'ffi. GVTTERS • ......0 OA~AY #J>PRO.A.D,ES SH,l,,!.i. 8E SA.WC,JT TC A ~INIMUlil DEPTH Of TWO lt-lCHES OR REMOVED TO AA D:'.ISTING EXl'MolSION JOINT, 28. A T!:MPORAR'I" COLD lrillll ASPH.\LT P.lo.TCH SHAU BE <>LACED ON TlfE. DA'!" OF l!llffi-"l. EXCA.VA1K)N wrr.- A ?E:RWr.NE'NT. SEAL.ED PA.'!°Cll TO BE. PLACED. TO cm-OF RENTON POucY. WITHIN 1EN t».YS. Ct.LL tOR SU!.IGRAIJE 'NSPECTlON PR'tQfl TO PLACEMENT 0~ Fl~ PATCH. • 29. ~OR CJTY PflOJECiS S.V01 AS TELElrilETR'l" CONOU!l. THE PVC Plf>E VSED SHA!.!.. BE AW.. CH8,fiU.,. PROCESS UMES Sl-tAl... BE SCH£Du:..[ 80 Po...:; !>!PE SCHtDULE 40 IN W~ROVEP AR&,$ AND SCH(OUL£ 80 UNOER 11,1PRDV£0 AREAS. SEWER GENERAL NQTE~ 1 . .lLL WOfft( W.lEffi....,.s SHAU 8{ llo/ CONFORt.lJW"~E Wl1H T"l( STANDAAOS A.NO SPEClFICATlONS OF THE cm-or RENTOi. tmUT'!" DEP ... RT!,j[t(!" ANO THE. IATEST EDITION OF mt WSOO'"//IS"W,. STANDAA'OS ...,.0 SF'EC!F!Col.TIONS. 2. AU. CONSmUCfJON Sl-W.i BE: JN IICCORO.\NC[ WITH "51.lNDAAD SPEClncATIONS fOR UUNK'.:IPAl. PlJSLJC WORKS CONSTRUCTIOt.• PREPA.RED B'f WASl-flNGTON STATE Clio*.PTER ....... ERICAH PU8l.lC WOAKS ASSOCL,O,TIOJol. lA-rt:s': tDmON (J.PNA) ANO CfTY or RENTON STANDAA!) $P(CIFICA"Tlo«s. .\ A.LL LOC,l,.TIOHS OF EX.ISTING UTILITIES SHOWN ARE APPROX.1¥AT[ AND I"' SH-IJ.i et: Tl'£ CON~'S RtsPOliSlBR.m' TO \/ERIFY THE rRl.J[ AAD CORRECT LDC,l,.TJON SO AS TO AVOID ~ OR O!STUREW,IC(. CONTRACTOR '5 SO'..ELY RE.SPOHSIBI.£ •Qfl THE !.!EANS, METHODS AND SEQIJOoCES Dr C()t,ISTFtUCTION AND FOR TI£ SAFET!' OF WORKERS ANO OTI-ERS Of< TH! C0kiS1'RuCTlON SITE. iT SHJl.:.L 8E THE R!:SPONSJB!UTY OF TH£ COl,iTRACT0'1 ro oat~ STRECT US€ 11,/<jD ~ OTHER RQ-',TED PERMITS PRIOR TO AHr CO~uc'rlOtol 6. i>t.A.NS APPRo.£0 eY' Tl-Er C(TY OF REN10N. PUBUC WORKS DEPARTMENT, SHJJJ.. TM[ Pll:ECED!:NC( OVCFt 1tU OTHER PL.Ni1S A COP'!" OF THESC AP'l"ROYtO !>I.ANS MUST !IE ON TH£ JOB SITT: wtit:M;'vER C<mSTRUCUON IS IN f>ROG~SS. TH( CONfAACTOR Sla\ltU ?R0'v'ID£ THE Cl1Y OF RENTON WlTH A>< AS-BUILT D~W•NG or ™E ~fl"ol.RY SEWER SYSTf).I l'tl-ilCH HAS ElECN $1.\W<>EO ,l.1,0 SIGNED BY A LJC£NSE0 PROF'ESSIOML. [NGJNEER OR UCEKSal PR(lf'(SslON.A.L. SU~OR 9. BACKflU. SH.tu.. (IE Pl.I.CU: EOW.U.'l" ON 90TH SIDES OF THE PIP[ It.! LAY£!?$ V,ITH A LOOSE A.VEAAC[ OE.PTk 0-6 INCHES. MAXIMUM OCPlN Of' 8 INCI-IES. THOROUGHLY T.WP1NC EACH !.A'rl::R TO 95 PERCENT Of" W.XIMUl,I OENSllY Tl-Its£ COMPACTED LAYERS MUST EXltNO FOFt Oto( PIPl ow.rrnR ON oA.."H SIDE or THE PIPE OR TO THE SID[ Of TJiE TRDtCH M,UERIALS TC COMPi...ETr THE !"ILL ~ PIPE SHAU BE THE SAAilE PS OESCRIEIED. \0. OPOt CUT ROAD CROSSINGS FOR JtlUiY tRENCHE:S ON tX.ISTING TRAVEL££; RQ,,Ow'AY St1AU. BE BAC!<flULD lll'IJH CRUSHED ROCK AND _.ECHANICAU.'1" COMPACT'EO CUTS INTO THE EXISTlf«. ASPHA!.T SHALL Bf: HE;ATUNC CUT WITH SA.Ill IN I< CONTINUOl.!S Lit,,(E A TEMPORARY MIX PATCH t.lUST BE. l>LJ,CT[) !IJ~tA.TE:..'" AF1UI SACKALl. AAIO COMPACllON. J.. PERl.l.t.N[Nl HOT Ml~ PA.TCH SKt.LJ. BE PLACED 'MTHm \0 D.t.'l"S ANO SHA;J. BE PER CllY OF RENTDN C\J~ENT STANEWtOS 11 DATU!,! SHALL BE CITY Of RENTON. t')88 ~ 12: A~L i)(S1URB£0 AREAS SH.i.:.L B[ SEE!lED AND MULC,i,!D Ofl OTr!ERW!SE SfABIUZEL TO THE S,l,TISFACTX>N Of THE OEPAATM£N1 F(:I! THE Pf!EVE1',;'11DN o;::-0:-J-SITE EROSION MiER THE COMPt..ETION Of CO!iSTRUCilON. ,3, "Ll PIP( AAO APPUR"!HIANCt.s St-W.L !![ I.AID ON A PROPERLY PRE.PAR[C FOU1'10A1'!0N IN ,A,CCOR~E WITH SECTX)N 7 Of" THE CuR.i'.00 STAT! or WAS>!INGT0'4 S'l:MIDAAD SPEClF'ICATrQMS FOR ROA!) ~NO SRl00£ CONSTRUCTlOrl. WS Si-iAU. 1NCUJO{ NECi:SSl,RY L""VE:LING OF THE TRENCH BDnOM OR THE 70P o; TM[ F'OUNl'.JAT!(m IM~ AS wa.L AS Pt.ACEMENT ANO COMPACTION OF R[QUlll:ED B([l(JING W.TERIA.L TO UN!F'OFtM GRAD[ SO THAT TME (Nf!R[ 1..ENGTH OF THE Pfl>( Will. BE SUPPORT£[) ON A UNl~tY DENSE VNY1£Loti«. BAS£. PIPE BEDDWG SHALL BE PEA GRA\'O. 6• A.BOVE ~D BEl.OW TH£ PIPE. 14. SANl!ARY SEWER PIPE SliALL & POL"MNYl CHl.OftlOC (PvC} Rul38ER ~ A.5TM D JQ34, SOR JS, OR O\.ICl1U: IRON CLASS 50, '~ !N UNIMPROVED A.REAS, WANHOU: TO EXTEND W!NIMUM 6 1NOi AHO WAXIMIJM 12 l'fCI,' ABOVE ,i/111$)1£0 GAADE. IN PAVED A.REA. COVER MUST SLO?E i...: AU 04RECn°"'s TO W,TCI-I PA..-iNG. STORM DRAINAGE GENE;RAL NOTES BEF"ORE ~ CONSTRJ,JCTION 00! 0Ml.OP"1ENT A.CTIV/lY OCCURS, A Pl<f-CONSTFhiCTIOH M!:ET1NG lt,f\JST et HELD WITH THE crrr-OF RENTON Pl.AN o!Dtlt'W(R 2. I\U. CONSmVCTION S>WJ. 8£ i'i ACCOROANCE WITH THE. "1996 S1.\NPARO SPEC!fl(:,j,TIONS FOR RCWl. BRIOG:f AND t.lJ,JNICIPAL. C0"5TR\J!;llON' PREPARED Br w.s.D.O.T., AND THE AMERICAN PU8llC WORKS l,$$0(;lATION (IPWA.). /I,!; J.MtNOED BY THE CffY OF RENTOM DEPN'nMENT OF PU3LIC WORKS. 3. TNE SURFl,I';( WATER OJ!JllNAGE sYSlOI Si-W.L 9E :'.OtlrS"TRUCTFD A{:(:(]FtQINC: U! tHt'. .i.Pf)ROV(I) F'LANS WHOl .IR[ ON FU IN T>1[ D!:PART\IENT Of Puauc WOF!l(S. ",NY O(V:,1,T!ON fl!Ol,II THE Al"PROYEO PU.NS WiLL REOUI~.( WltITTEN AP?ROV'Al. FROM ':'HE. CITY Of" RENTON ~USLIC ~KS Dt'.i"AATWEN!, SIJRFA...C: WATER UT\i.JTV SECTION A COF>r Of' THESE APPFtOVO::, ?t.ANS MUST 8E ON THE .:OB Silt. Wtl[N(V[f;: COtolSTRUCTION IS JN """""" !i D,i.TW Sl-W.!. BE 1',l,\ID 61! UNL.E"SS OT~ERWISE APPROVU: 9Y CIT'!' or R£NTON OEPARTMENT OF PUBWC WQRIICS, REITRENCE BENCHMARK Jo.NC tL<v ... notJ Me: NOTED 0111 THE PL.A/'IS 6 .4.:..L 5-<"DIUEN'TATIONjEROSION f"ACIUTIES M\JST BE. IN OF'ERA.TION PRIOR TO CLfAR1NG-AAIO 9Ull01~ COhlSTIW..."'TION. NID ll'IE"r MUST SE SAT!SFACTORIL'l" WiJNTAINEO UNTIL COHSJ'RUCTION ts COMPLDED ANO THE POT'ENTW.. FOR ON-SITE EROSION t\.0.$ PASS!:'.D. A..l flETDffiON/OET£NTION !"AC1um:s MUS'" BE tNSTAUE:D MIO IN oPE"""-TiOH PR;oR TO OR IN CONJIJNCllON WITH All CONSTRUCTION ACTM!Y UNLESS OTHERWISE Al"PRO\Ul BY THE PUBUC l\'QRl(S .DEPNm,i:ENT. SIJRfACE WATER lfTIIJTY SECTtOi'i. 8 GP.ASS SEro 1,1,\Y BE ,,PP'J[D BY ~c THE CAASS ~LP l.41XTVRE. OTHi.:R TtWi Cil'r OF RDITCN M'PROYED STANDARD MIXES. SHAU, 8C SUBl,HITEO Br A LANDSCAPE ARCMITECf AND APPROVED 9Y THE PUBLIC WORKS DEPAATWENT. SURf"ACf WATER UT!UTY SECTION. 9. AU i:i1pt AND APPUfU'EN,,1,,NCCS StW.J.. SE LAID ON A PROPERLY P~AR[D rOUN()A.tJON IN ACCOP.OAf.lCf WrT"H SECTION 7-02.J{j) OF THE CURR!'.N! STAT[ OF' WAS111NCTON S!ANOMO SPtCJFICAllOlol FOR RO,,.() .\ND BRIOC( C0"1STRUCT!ON. THfS SI-EAL.t. INClUOE NECf.SSUh' tEVE:LiN<; or "HE TRt'.NCH SO~ OR iHE TOF' Of THE FOUNDATION lolATEAIAL AS WELL AS P~Eli((NT AJolQ COWPACTIQJ,j Of' REQUIRED BE0011o1(; W.T£FtW. TO U'l'IFORM GRADE SO THA.T THO: ENTM L£NCTu Of 1'H£ l'fPE 'NU BE SUPPORTED Olll A UNIFORML'l" Cf.NS[ Um'IELOING BAS£. AU. PIP£ BEDOl"'G SfW.L BE" APWA CLASS -c-, WITH Tri[ EXC[PTKJN OF PVC PIPE.. ~ll. TIID,jCH BMXFlU. SHAU. et COWPAClUJ TO M1NIMUW 95 ,:; FOR PAYEMo.T ANO STRUCTV~ nu. ANO 9(),:. OTH£F!'MS£ PER ASTM D-1557-70 PEA (.RAVE~ BffiD1NG 5>tA.LL 6E 6" OVER Af@ UNDER P.V.C. PIPE. 10. GALV.U.IZEO StEEL "ll"E A.ND AI.UMINIZ(O SJ[EI. Plf'E ?OR AU. D>!AINAGE F.i.clUTIES SK1iU. HAVE: ASPf-W,..T TREATMfNT f1 011 BITfE:R lNSl0£ ~D OUTS!DL ! 1. STRUCTu~ SliAll >KIT BE PERMr:TEO WITHIN 10 FITT Of THE SPRING UNE OF .h.N.Y StORM i)R.&Jw.G( PIP(. ON 1 ~ i'£ET FROM THE TOP Of Af.'Y C..A."INEI. B.\NI\. ·2 ~ DI.T:;H a,,,sr,; GR.A.TES SMAJ..L. BE OEPRES.S([) {l.10 FEET ac .. ow PA\ltMENT LEVEL I! OPEN Clf' AOA.O CRO'>SWQS ltll.'WGtt EXISTING PUBLIC Ric.HT or WAY Will. NOT et ALLOWED VNL!SS SPECflCAU.Y APPROVED HY THE cm OF RENTON PlAN~NG/BUlLOIN:.'.i/PUBUC WQ;jl(S ADMINISTRATOR. 14 ROCK rOR EROSON PROTECTION OF ROA.DSIO[ Ol!CHES, WHERE REQUIREC. ~ 8£ 0> SOUND QUIJU~Y ROCK ~U\Cto TO A. D£P1M OF 1 FOOT AND MlJST lrilEEl THE FOWlWINC SPECIFlC0.710NS• 4"-8./-«l'll:-7M: PASSING; 2"-4" ROCK/30 :1-40:':: PASSING; Ai'iO -2" RQCK/10:!;-201t PASSING. \5. -'Ll. BUILDNG OOWHS?OUTS ANO ""OOTINC. ?RNNS SHALL BE CONNECTED TO ft,[ STOR~ DRAINAGE S1STf.111. IJlllLESS A.PPROv[() 8'f !HE 0£PAR1MEHT or OEVELOPUENT SE'.RVICES, PLAN !IEVl£WER OR SURFACE W.lTER UTIUTY SECnDN. AN ACCUR~TE1.Y OIIIIENSION£0, C£R'TIFl£0 AS-BLllLT DRAWING OF TMIS OJlAINAOC S"\'STEM W!U BE SUBMITTEO TO THE. Cm" COIH'LiTION. '.6. iSS~ OF TriE au~ OR UINSTRUCT!ON PERMIT 8Y TH( crrv OF FtU!TON OOES NOT kELJE\r£ TM[ OWIIIER Of 1H[ CONTINUIN(; LEGAL OBUGA.llON A.ND/OR L.Wll:.JTY CO/'BIIECri:.D WITH STORM SURF.ACT WATER DISP0Sffi0N FIJRTHEl<. THE CIT'!" Of ROOON OOES NOr ACCO'T ANY 06LJ(.ATION >OR THf ~ FIJr-K;lKlHING "1'10 t,1.11,!NTENA.NCE Dr lHE S'!"STEJ.i PRQ\liDED DUFtiNG CONSTRUCTION. : 7. TH£ CONrRACT'Ofi SHAU 9[ RESPONSIEILE rOR PROvH)1N;; -"llEQUATE SA.rt:GUARD. S,l,F[N DEVICES. PR'OT(CM OlUIPlo!ENT. flAOOERS, .\ND ANY OTHER NE:EDE:tl ACTK>NS TO PROTECT THE LIFT, M£ALTH, ~o SA.F'oY or THE PUSUC, A.ND TO PROTECT PROPERTY lfi CONNECTION WI™ lHE PtRFORW,NC; OF WORK COVERED 8'r THE CONTRACT. "'" WOitK W!TMJH THE TRAVELED RIGKT Of WAY THAT MAY INTEAAUPT N0RWJ.. TIWTlC FLOW SHAU RE'.OlM£ AN N'PROVED TRNTIC CONTROL PLAN BY THE TlWTlC E~~ DMSION or THC OEPARTt.100 Of' PU8uC ~KS. .-.LL SECTIONS Of THE W.S.D.0.T. STAN!W!D SPEC:FlCATIONS l-07-2J TRAFFIC CONTROL SHAI.J. ol,F'l>l'l'. 1 B SP£C1AJ. D!WNAGE WEASlffrt.S W!Ll. SE REQUIRED JF" THE PROJECT LOCATION IS WffiilN THE AQUIFER PROTECTIO!lo: AREA (APA). ,-F!LTE:Ft f".i.E.R;C MATERIAL 60" 'MOE ROU.S, / USE STAPLES M W!R:t RINGS TO AITACH FABRIC TO IMRE. r 2" BY 2· H (;,\ 'MRE . f'ABRIC OR EQUIV, <-.. """" ' <f:· .:,, :e.~ ft ii " fi I FOR SHEET RUNOFF OR FOLLOWING OISOIARG( FROM A 5'-0" r-------~I-- I I -~-;z-II ' 2'-6" ti IJ i I 6' lrilAX ----U , ~ASR:1C I I '"" BOTIOM -";.; ,,. TI<ENCH LlATERIA.L IN B 2" SY :1" BY 14 r,;A,. •ASRtC Of EQUIV "'ROVIOt 3/-4" -1.5" ._ WA.SHED GRAVEL BACKf"U IN 1':tNCH AND Otl eons SIDES OF FIL ro< FtNCE F ASR!C ON TtlE SIJRF,'ct. (2· SEDIMENT TRAP OR POND. 2. MAx.lMUld St.OP[' ST!tP'Nf'.SS PERP'ENOICVL>.11 TO FENCE UN( IS 1;1. 5. lrilA~llrilUlril SHE'.tT OR OVE'.RLANO f'LOW ?ATH U:~ 10 THE FENCE Of 100 Ff. ,• 50J: OR :..ESS OF T"H£ son .. BY l'!EIGl-ti. lS nNt F>ARTICU:S: SMA.LLE:fl THAN THE U.S. Sl'ANOARO SJE\'E h.0. 200. THE: [OS SHOULD B( ti)JAL TO OR SMAI.L.£1i' THA-N THC SIEVE si:zr THAT 65,: OF l\,IE SOIL CAN P"SS it.flOU(;!,t S. THE TRENCH SHALL Bf 8AOCFilll1l '11111--1 3/&" WIMMUM ~AMETER WA.SH(? GRAv£L 5. FlL TER FABRIC FENCES SHALi. BE RD.ICVEO )'IM[l,j !HE'!" ti,'VE SERVED nf£1R USlf'UI. ?Ufn>ost. BVT NOT 8EJORE THE: vPSLOPC AREA HA$ 8E(N PERMANENT:.. Y S!ABIUZED. 1$. •1L~R F/ISR!G FENC!:S SHAU. flE INSPECTED !Mt,t[OIATt:1.Y ~ t•CH R~NFA!.l. AND AT !.EAST DAILY (Jt,JRIN(, ?ROLONGEO RA.IN•ALI. ,I.NY REPAIRS SH"1.1. BE M"OE: ''™EtAA m. y. F!LTER F.iBR.IC FI:NCE DET>.lL ~~r :: I~ ~~',t 1~ B~U~ -~ zil!s! I l::t:lf!~ ! ~~1·§ 1~ 0 ili ;~ 11! I () I-...I :5 --: a.. ::s ...I :5 > ....I Cl) -:::, > a. (J) ~ ::::, ...I • --~ 0 ® ADOP'll:D -~-2• BY 4· W000 POST -"""""''" ·-·-" ~ --Al.. T: STEEL FENCF. POSTS BRUSH 6ARRl[R "" l6I" DAff;:!1/M FIi --E '"" DETAIL R 3 58 >-w ~ REViSpN i;;;:i:;;:;:i ~ 12/M l<El'~T Tll 11",1! I~ 'i :,: t ~ !1 ~ ~ ~ Cl) w b z ~ w z w (!) ft\ w - U..BUM 1 -_ 709 ,6,~1 1 R '.Hlt711 ~w'.-" i ,, 'l • l I"· °"'" af,{fl DATIC ,o ~ ,, """· -~ . -"''"'° '.mill. OWGHO El OF " --------O<l!e .• _ -----2 9 aJs: F>.,-35i7oq ::;.L,', "R-35~70~ i fl t ""'3 2~ 10 ~ I ~ .i. ~= > I ;w -(JI QC) -l • NOIJ.<IQl:lS:Kl 3.iYIJ "ON /131:t Sl01 :fO ONIOVl:ID 03S1,\3ll H3NMO ILOZ/&l.SO I -~~OlJIIL/G OU'tO S!N3 , AJ.1:) tl3d I !OZ/W!iO ----------~------1-------1-- -·--······--·-··--------l----1--1 z 0 i= (.) UJ (/) LL 0 ::!: ,... 3: z UJ J: I- LL 0 z 0 ~ ~ ~ -::, • • I -······-31! -"""" lLOZ/.il/fO N019NIHSVM 'NOlN3~ i~oo" n# 11Y<~3d Mlllln (oso-o I vm) 1\fld \flllA sndY<AlO i ~I ~ ~ • "" so l\..: ' ' NOJ.N3H ~ ,IO AJ.l:J Uli TED-40-3587 , i~ § -~ < ii I IH ]• / i \ ' ! \ ' i..,.. i ! I I • I I I I I I <)I.YMPT:s Vil.IA Pl.Ar !~ w 0 z, w • ~, _, .. "' t: ~ Q. V, NVld E:>NIOVHE> 18 NOIS0~3 !N:UNOO I ])!-IS :: ::n1 'V111/\ srn·'IJdA 10 1S3MV'l'v:::> I lv'1d v'111A Sndl/llA 10 ~ .. ~ 0 081:; i§~ ;;1 t w . ~v,zo: W 0 ~en ~~a~ £,~~ ,,i,;;:, . . . . Cl r-----------------ir-c; --"'--. • • i! ----··1---------f---t M ci:: ca c:5 0 :;; $ 0 , Ii 0 "' a IN O~z :::coo ::,O>-e,:~ ,.,,_ f-:,: 5>-"' (l_~<( "'"' :Sitz 5t~ _z V) _,"' =:ii= a:: Q_::, ::, j 0 r,..z " i t Oo ..... >oz :& E---~ g_ Ue:: } 1t • i a: i t • a1~ f~ I ~!I l f•i ~I~ I 11 II ,, [ :: ~ ~ t I ' ! I .1 :I Ip " z I I -~~~·. ,~) SEE SHEET "-.. ·-~ .. ·''%.·~~-*·-~ _,k._ ~-~ -1'..1 ~"t~. ~ .. -~. ~~~'~'i.~.~M-~ I ~----UQ:oriw.ii.iikr-L ' i \ ----swnt~-UM:---::::z NE 1th Pli\CE -WEST PAVEMENT TRANSITION 1·-20· 1 1 i i I l l •' PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. •. ,J<,;.,. ........___._ . ._, ----~·i--· I.· . ~~- I ! ~-c.-,~· I ' :('#~ ........ \ -4t, ,, ,.rr: 10""'' ,i,'.; ,,,.__,,_;)-- """-\:i::ij/,;-~=·· ( ~j;'t~ ~ ,--• ·---------...! :_!b.~ t;_:.-u:=~J;;. ~:.,-=~ ---/ .\__ N£ 7th PLACl:. -1'1RE DEPARTMENT "&NP our 1" .. 20· ,, 1 -·-1------' ,,. ' ,~ --\ -I ---. •' -· /~ ij ; I i " ~ 1 •• -CONNECT!Ofll TO lHE DOWNSTREAM Df!AINAGE SYSTEM ~ 8E w,. A PERFORATED PIPE: CONNECTION. SEE OETAll SHEET 6. COMPLIANCE wrtH THtS REQUIREMENT WIU. BE AOORE'.SS£0 1N THE DRAIAACE l>LAN SlJBl,IJmD FOR THE RES!D£NT!J,,L BUILDING i='E~MIT ORAIW.CE R!;VIEY,' WHEN Af'PLICA,TION IS IAADE FOR A SINGLE FAMILY RES10ENTl"1. BUILl:llNG P[RMfT fOR EAC!-1 LOT _,;::c1' ,,;,d' --,-___ _ ~01 ~ 1 ;{Z' l™lt,'.;';f'filfi PLH+ I S\"4 1+M,t5 ( ~ NE) , NOTE• [){JST!N{; UTIUTT LDCAT!DNS S:MOV...: HERC[]N ARE APPRDX]t,IA fE DN'-'I'". lT Sl-tAl.L BE THE: CONTRACTOR'S RLSPDNSJB!UTY TO DETERMINE THE. EXACT VE.RTTCAl. AA.0 Hl'.!RlZONlAL l.OCAllDN tr At.l. £:(!STING UNllERGROUND UTldlTE.S PRIOR TO COHHENCJNG ~ONSTRUCTlON NO RE?RESENTATllJN IS MAOC THAT A~ EXISHNG UTILITIES A~ SHO'wN HERfO... THE" ENGINEER "'SSUME:S NO RESPDNSTBIL!H rDR VHL!T!ES ND! SHO'wN DI< U<ll.rTIE:; NOT SHOw'N IN THE.U< PROPER LOCATION. CALL. BEFORE YOU Dffi, l-S00-,.24-'55S'S ea.L 0 @ @ © ,, ,,..,,_, ··- ·-$1'-0,<>3 CURB Rffi)RN OAT,!,, 51~~ =~-r,~ : :;~7) ::::~~ :: :: ~: l+.:!I\M.,, \~ IIIT. (J>IISCO ,, • .,£;,f?fld,£l,; :::::~~.: ::~1 "" 511~ ~19.4~ .fil,.!L M1.a:l 51 .. 50 518.20 521j4 """' ~ = ~.27 ...,, .. ,,,. L•~· -~l~"(ll" ..,..,, ,..,.,,. DO.J.t.-87"4!"15" """' ~, ~DC" -~oo· L-Joll.2T OELl-a.TWCIC" CEN1:ERUN£ ~(;M,,!ENT N[ ?th ... ® "' © " '" (!) '.1"'*1 PP:"'15[ S81"2T21'l. M.7' j ll•lllll.DO', l•1~, A•1v1~·1~.t"J srr~,'44"t. .oz&&· I R•!00.00 .. L•16M•, C,.•19"'1~.1~t1 E .. -.12""S-l."1,J\o © SSTV'21" W, ~· ' N•1tl0.t(t. l•10.4lL t.;.5~·22• J "S!i"2t"Oll"-. ... 1,· St.i: 31•11MJ: l>tt 1\h ~ SJ.\, ...... ! (l'4SOO ......a: 1c, ...sf"t..1.$1J!!",O~lliC..,SC STORM WATER MAt\iAGEMENT NOTES: ( 1) Fl.OW CONTRO'~ BMP'S CONSTRUCTfO ON EACH L(H SHALL BE OPERATI:D. Wt.lNTAINEO !\NC, KEPT 1'-GODO REPA!R BY EACH l07 OWNER. (2) F"lJLl DlSPERSlON. FlDW CQNTRD.., Ht.P HAS BEEN UT1UZ£0 FOR THIS PLAT -LOl i :JJ HOME OWMERS ASS•.:r..lAT!ON IS R(SPONS.IBILE FUR .....,NTAINANCE .\ND OPEAATIOt. OF THE COMBINED DCT[NTIOO ANO WEJPOND. (•) ALL T!1E LOTS tN fHIS. PLA! SHALL CONNECT TO THE STORM SYSTEM VIA A PERfORATED Pl?£ C-OttNECTlON. THE LOCATlON Of TH£ ;,rntOAATto ?!PE CONNECTION ON EACH LOT WILL Sf DETERMINul ANO SHOWN ON THE FLOW CONTROL 6MP Srrt PLAN AS SuBMmro TO THE CITY AS PART or lHE !NOMOI.IAL Ulf BlJH..DdNG PERMIT DRAIW.GE Rt:Vltw AND AJ>PROVAL PROCESS. THE P£Rf"08ATEO PIPE CONNECTION MUST BE MAINTNNa> BY THE LOT OWIIIER AND MAY NOT SE ct-WiOEO '"'11"1-IIN WRITTEN APPRO\IAL FROM THE CITY Of RENTON. (5) tACH INOMCUilJ... LCJT !S REQUl~to AT Bull.DING PERM!T SUBMITTAL. TO PROVIDE LOT SMP'S FOR 10~ OF THE LOT AREA. THIS 8MP (OR BMP'S) !S REQUIRED TO 8£ Pl.ACED ON TH£ Ul'r. S£E D:AMPL£ ON SHEEr 5. ~ ~ti ~ ~2'"~ z,,,o t3[ :~ z~ ; ;u 11 0 I " i ~ ~ • 9 ;; ~ ls ~ I:! ~ < ~ -" " ~ • z , i ~ @ s s ~I a 5 ffi1 i iii f Ill ' ~ ~ i~ r 1~ ~ ·~ l ~ ~ 0 I ~ :3 w __J __J -ii: ~ ~ -0.. a.. 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I') ;:: IX) \J1 I') <I. ,Y) Cl ~i " ~ !~,~ 0 a, 0 IN Ostz -oo <toi--1--::i ... 0:., ...J .;::.~~~ !;;:1--~ I ~~~~ a."' <t:Wzo ::::lo..aB >tzu. 'J');i~ ::,~ a.::, " ~ r,..z Oo " l < li :,.. .... ~z .g ~~ ft.. u o::: _r • It " ! (>, ' !< r ~~ q'Ul ~11:1· 11, ,'•i ~ I I ~,. 111 II II I ,1 I ·1" ; ~ " z Q ~ • 1: j, I g 520 51D PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. NO. n;, IS :,,I ~'~ ~~ 0 ~ -e· SOLID CEDAR CENCE . [ ! 1 • rREEBOARD ~ ;,\ ___ ~J __ l~E-~~==~YlQ~~~_?_l__:-_-_-_-_-,, ~I ----!---~lz 2 2 -Q 1.!J -,1 ~1'i: CELL#1 , I ~ W CELLf2 ~ wa ws..,512.10 __ ---------- 4.1' WQ STORAGE 12' GRAVEL ROAD WAT~R QUAUTY S!Z!NG VOLUME REQLJlRED = 9,881 CU. FEE"'! VOLUME PROVlD£0 = 15,479 CU -1. C 5~2.10 DETENTION VOLUME S!ZING VOLUME REQUIRED = 36,0-42 CU. FEET VOLUME PROVIDED = 38,648 CU FT. 0 517.0.3 ExlSHNCi ~TJ:..gr :..IJCATIDNS St!hJN HEREON ARC APf'RCJX!MATE' IJNL.'I. IT Sr!ALL BE THE CONTRACTCR'S RESPONSIBfl.lTY TO !lHFRMlNE THE t:XACT VERTiCAL AND HCIRlZDNTAl LDCATIJN !Jl'" All tXISTINCi UNDrRGROUIIID UHLI!TES PR.OR TO COt!HENClNia CONSTRUCTtON. NCI i;it-PRE:S(NTAHOf.l IS MADE lHAT ALL EXISTING UTU..IT!(S ,.RE SH01JN HERE1JN. TH£ ENGINEER ASSUMES t'4J RES?ONSlBU.!Tr FOR UTJUTIES NOT SHO'JN OR UTILITIES l'iDT SI-IIJ>JN lN lHElR PROPER LOCATION, CALL BEF'CRE YOU Il!G, !-BDD-42"-5:5:5'5 B~ -r- wl@Y'.: ~I A ii_ r m_(r FENCE" -,:·~ ----6~D CE~= -:-1 ------0------~~/ -~)) A t ~,, 1 11 . _~; : I! i '° I I ' ,//, 1 /·.1111; I' I - 1.0' SEDIMENT \-ft --:s--1 BOiTOM .. 507.0 STOAAGE • POND SECTION A-A 500 520 5!0 500 at== 1 ~ "' u ELEVATION (FEET) 507.0 508.0 510.0 512.0 I ~ 10 ~i~ -"' 0 WATER QUALITY= !;.1<c1Q 514.0 516.0 OVERFLOW= 517.03 518.0 -' 0 SCUD CEDAR ~ENCE I ~ K \llNYL FTNCE ~ ~ ~s· BlAC l .. w .... , F-R£EBOARD js --__ ,:QP OF PON c.. 520 ~-t--~~-ifii.~-_w}J"ftfl~~~l _____ ~ ,, ~ --------r1° ' ~Se ,-, ,z v~ ·1 -,_'!t,O_\YS=~, 2.10 ---- 510 B0TTOM=507.0 L 1.0' SEDlM£l,IT STORAGE POND SECTION 8-B OLYMPUS VILLA POND AS-BUILT SURFACE AREA (SQ. FEET) AVERAGE SURFACE AREA (SQ. FEET) 964 1,742 3,028 5,724 6.370 7.198 8,872 10,115 10.720 ~ 1,353 ~~g~ 6.Q47 6.784 8,035 ~ 9.494 ~10.418 DEPTH (FEET) 1.0 2.0 2.0 0.10 1.90 2.0 1.03 0.97 500 VOLUME (CU.FT.) TOTAL VOLUME (CU.FT.) 1,353 4,770 8,752 605 12,890 16,070 9,778 10.105 -0 -<;_ 1,353 S 6,123 ~ 14,875 15.479 28,369 > 44.439 < 54,217 64.322 -I I I • iOL;c-., 12" 111-·,2 0 S""-7.95:::: Ii I i . ' 38LF., 1:r "1-'.2 OS=S.70% ~~---. B --.,-i_ -~,,' ,s,. . -----, - .~.:,. ") -~!>:»' I ~•w .. ~ w la N '/Ii/~"'" ' I, ,:, I' ~ ~ !/ ~'""' ) g 12' W1D£ GRAVEL ACCESS ROAD MAX. GRADE= 15,: 6" BLACK V!NYL f£NCF WTTZ'-GATE "' 32+00 ---------....:.:..--=· ···w·:R-:_-_ .. _____ ----------- w t, w s;; ---11~ flll/SOUD l..OCKINC LIO RIM•S19.12 1[•512.10. 12· 1r N-12 OS=2.31% RIM=519.12 ORIFICE #2=515.64 1.88' (1-7/8~) ti1AtitfER ~ 4 ""ro C3# 1 5 b______i_.,...f-r 12B :NLET FROMP5ND GRAPHIC SCALE 0 10 20 ~O WATER QUALITY =15,479 CU.FT. 512.10 DET. VOLUME =38.648 CU. FT. 517.03 J z " --,, N 508.00 I . ' ' CONTROL STRUCTvRE-54" i"=2' I inch = ZO ,,,., AS-BUILT I ~~COMWNQEQ FQR APPROVAL "Br Oo.1'.·_• ___ _ R-358714 By· Do:te-_• ____ _ Br D<o-t1-____ _ ,,. Olo-teo_, ----- OB· P.-35'37/'f- ~ • s .~ ~ !i g ! ~ ~I O' 1~! 11~ ll ~ ~ .i:Je . I o ~~-~ I~ 5 z~~·~ -li!l:;" ci-~~:! Z!!~~ :h1~ ~O g I ~ 0 I~ 11 IJ ;: ' ii i~ J-u ...J I-! ...J ::::) <( -'_ al _J :5 UJ a. ...J <I: <( > >- _J f/J 1- _J ::::) :::! -a. u > ~ <I: CJ) >-LL :::) ...J c::: a., 0 w ~ I in ~ >-w I~ _J ~ ~ 0 ~ .c::: < ~o ~ u gl- :rl ,_ ... en a ffi lli t a • DAJE 01!1S/2012 JOB NO. owe NO. SHEET 9A OF Weston Heights North Technical Information Report SECTION 7 OTHER PERMITS ~. Other Permits This project will require the following permits: Grading Permit Right-of-Way Use Permit Construction Stormwater Permit Weston Heights North Technical Information Report City of Renton City of Renton WA Dept. of Ecology SECTION 8 CSWPPP ANALYSIS AND DESIGN Weston Heights North Technical Information Report A ESC Plan Analysis and Design This section, along with the Temporary Erosion and Sediment Control (TESC) Plan contained in the engineering drawings, is intended to serve as the construction Stormwater Pollution Prevention Plan (SWPPP) for the project. The SW PPP is outlined in conformance with the 2005 edition of the Washington State Department of Ecology's Stormwater Management Manual for Western Washington (DOE Manual). 1.0 -INTRODUCTION An introductory overview of the project has been provided in the Project Overview section of this report. 2.0 -SITE DESCRIPTION A general site description has been provided in the Project Overview section of this report. Additional detailed information is provided through the rest of this report. 3.0 -CONSTRUCTION STORMWATER BMPs 3.1 -12 BMP ELEMENTS Element #1 -Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits are identified in Appendix BB. Alternate BMPs for marking clearing limits are included in Appendix BC as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix BD). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. Element #2 -Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project are identified in Appendix BB. Alternate construction access BMPs are included in Appendix BC as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. Weston Heights North Technical Information Report Element #3 -Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific 8MPs for flow control that shall be used on this project are identified in Appendix 88. Alternate flow control 8MPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary 8MP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit. To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative 8MPs after the first sign that existing 8MPs are ineffective or failing. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). Element #4 -Install Sediment Controls All storm water runoff from disturbed areas shall pass through an appropriate sediment removal 8MP before leaving the construction site or prior to being discharged to an infiltration facility. The specific 8MPs to be used for controlling sediment on this project are identified in Appendix 88. Alternate sediment control 8MPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary 8MP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative 8MPs at the first sign that existing 8MPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize wash off of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (8MP C240 paragraph 4, Volume II page 116). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater 8MPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater 8MPs, such as those used for infiltration or biofiltration; however, those 8MPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater 8MPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control 8MPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater 8MP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. Weston Heights North Technical Information Report Element #5 -Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project are identified in Appendix 86. Seeding will be used on disturbed areas that have reached final grade or that will remain unworked for more than thirty days. Plastic Covering will be used on the temporary stock pile areas and elsewhere on the site as needed. Dust control will be implemented as needed, to prevent it being required all roadways and driveways to be paved will receive early application of gravel base. Alternate soil stabilization BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary 6MP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NP DES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative 6MPs after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Element #6 -Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The specific 6MPs that will be used to protect slopes for this project are identified in Appendix 8B. Alternate slope protection 6MPs are included in Appendix BC as a quick reference tool for the onsite inspector in the event the primary 6MP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative 6MPs after the first sign that existing 6MPs are ineffective or failing. Element #7 -Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (6MP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The inlet protection measures to be applied on this project are identified in Appendix 86. Weston Heights North Technical Information Report If the primary BMP options are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPOES Permit (Appendix 80), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options. Element #8 · Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project are identified in Appendix BB. Alternate channel and outlet stabilization BMPs are included in Appendix BC as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPOES Permit (Appendix 80). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPOES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on- site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10-year, 24-hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. Element #9 · Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well-organized, and free of debris. Any required BMPs to be implemented to control specific sources of pollutants are identified in Appendix BB. The contractor shall implement the following measures as much as is practicable, in order to mitigate pollutant impacts from vehicles, construction equipment, and/or petroleum product storage/dispensing: • All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. • On-site fueling tanks and petroleum product storage containers shall include secondary containment. • Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. Weston Heights North Technical Information Report ---------- • Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. • The contractor shall implement the following concrete and grout pollution control measures: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151 ). The contractor shall implement the following Solid Waste pollution control measures: • Solid waste will be stored in secure, clearly marked containers. Element #10 -Control Dewatering Foundation, vault. and trench de-watering water, which shall have similar characteristics to stormwater runoff at the site, shall be discharged into a controlled conveyance system prior to discharge to a sediment trap, pond, or other specified facility. Channels must be stabilized as specified in Element #8. Clean, non-turbid de-watering water, such as well-point groundwater, can be discharged to systems tributary to state surface waters, provided the de-watering flow does not cause erosion or flooding of receiving waters. These clean waters should not be routed through stormwater sediment ponds. Highly turbid or contaminated dewatering water shall be handled separately from storm water. Element #11 -Maintain BMPs All BMPs should be monitored and maintained regularly to ensure adequate operation. A TESC supervisor shall be identified at the beginning of the project to provide monitoring and direct the appropriate maintenance activity. As site conditions change, all BMPs shall be updated as necessary to maintain compliance with local regulations. Temporary BMPs can be removed when they are no longer needed. All temporary erosion and sediment control BMPs shall be removed within 30 days after construction is completed and the site is stabilized. Element #12 -Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: • Design the project to fit the existing topography, soils, and drainage patterns. • Emphasize erosion control rather than sediment control. • Minimize the extent and duration of the area exposed. • Keep runoff velocities low. • Retain sediment on site. • Thoroughly monitor site and maintain all ESC measures. Weston Heights North Technical Information Report • Schedule major earthwork during the dry season. As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. • Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations • From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt- laden runoff will be prevented from leaving the site through a combination of the following: o Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and o Limitations on activities and the extent of disturbed areas; and o Proposed erosion and sediment control measures. • Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. • The following activities are exempt from the seasonal clearing and grading limitations: o Routine maintenance and necessary repair of erosion and sediment control BMPs; o Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil: and o Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: o Assess the site conditions and construction activities that could impact the quality of stormwater, and o Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. Weston Heights North Technical Information Report • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP • This SW PPP shall be retained on-site or within reasonable access to the site. • The SW PPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. • The SW PPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SW PPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 -SITE SPECIFIC BMPs Site specific BMPs are shown on the TESC plan sheet(s) in Appendix 8A. 4.0 -CONSTRUCTION PHASING AND BMP IMPLEMENTATION The BMP implementation schedule will be driven by the construction schedule. The list below provides an estimate of the anticipated construction schedule. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30, and the wet season is considered to be from October 1 to April 30. 5.0 -POLLUTION PREVENTION TEAM 5.1 ROLES AND RESPONSIBILITIES The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: • Certified Erosion and Sediment Control Lead (CESCL) -primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. • Resident Engineer -For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): Site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative. • Emergency Ecology Contact -Individual to be contacted at Ecology in case of emergency. • Emergency Owner Contact -Individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. • Non-Emergency Ecology Contact -Individual that is the site owner or representative of the site owner that can be contacted if required. ------------------------------------- Weston Heights North Technical Information Report • Monitoring Personnel -Personnel responsible for conducting water quality monitoring; for most sites this person is also the CESCL. 5.2 TEAM MEMBERS Names and contact information for those identified as members of the pollution prevention team are provided in the project summary in Appendix BB. 6.0 -SITE INSPECTIONS AND MONITORING Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SW PPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring. For convenience, the inspection form a and water quality monitoring forms included in Appendix BE of this report include the required information for the site log book. This SW PPP may function as the site log book, if desired, or the forms may be separated and included in a separate site Jog book. However, if separated, the site Jog book must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 SITE INSPECTION All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SW PPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix 8E. The site inspection log forms may be separated from this SW PPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. ·---·-------------------- Weston Heights North Technical Information Report 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Sampling Monitoring requirements for the proposed project will include turbidity sampling to monitor site discharges for water quality compliance with the 2010 Snohomish County Drainage manual and Snohomish County Code Title 30.63A NPDES Construction Stormwater General Permit (Appendix 80). Sampling will be conducted at all site discharge points at least once per calendar week. Turbidity monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix 80). The key benchmark values that require action include 25 NTU and 250 NTU for turbidity. If the 25 NTU benchmark for turbidity is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented and make revisions to the SWPPP as necessary. 3. Sample the discharge location daily until the analysis results are less than 25 NTU (turbidity) or 32 cm (transparency). If the turbidity is greater than 25 NTU but less than 250 NTU for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs will include, but are not limited to, off-site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis. 2. Continue daily sampling until the turbidity is less than 25 NTU. 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions that are taken in the site log book and in monthly discharge monitoring reports. 6.2.2 pH Sampling Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils" such as, Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For concrete work, pH monitoring will start the first day concrete is poured and continue until 3 weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized Weston Heights North Technical Information Report Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: 1. Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as CO, sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than CO2 sparging is planned. 7.0 -REPORTING AND RECORDKEEPING 7.1 RECORDKEEPING 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SW PPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in Appendix 8E of this report include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SW PPP will be provided to Ecology within 14 days of receipt of a written request for the SW PPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SW PPP or access to the SW PPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SW PPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that Weston Heights North Technical Information Report additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 REPORTING 7.2.1 Discharge Monitoring Reports Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health of the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. In accordance with permit condition S2.A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. --------------------------------- Weston Heights North Technical Information Report APPENDIX BA SITE PLAN WITH BMP MEASURES Weston Heights North Technical Information Report "ON 8 \BQ lc--c---=c='-=1--=-;';-;'~c:=:'-",;;;:;-;-;----t---,l-9 --9,-1--.,..sz---z~o 1 .<e peAoJddy "ON 1:>afOJd S(-L00-6t£ wvs t-----i----------,-1 _...:~:!:8~Pc.:•:2~'::":.:c4~::> ( __ 8!'.!1!8 ':'.,5!._'~1.1~8 ~r'f'. • 1- (/) < w It) 0 w CJ z < a: • :::c l-a:: 0 z (") N a. :::c (/) z 3: 0 I- .... .... z 0 j:: 0 w (/) LL 0 ~ .... 3: (/) 3: z SNOIS1/\3ll wvs .<e peu61sea 50)1 .(g UMltJQ $0)1 r . I " .;, ~, \.-,-. 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Oo i;'Ji] >-E-o lo ,3 E-o z ii -~ up;:; Q) I s; 0 5 u Ul 0 i "1 II 0 • N () ii ii ii ~ ~ ~ 0 0 0 C C C i i i ci, =s == :::, 0 g, -a, Cl) -..c .2 ~-8 ~= ;: cu iu C ~ N N X ;:!; 0, • "' '2 V I z ( ~ 00 ii .c 00 / 0, • 0 ;::; .c t 0 z C ~ V ~ "' I " 0 0 / ? C V E a. 0 ~ V "' ~ 0 • a. 00 0 ~ 0, .. ,,., / 00 0 • ·e a. / L---------------------------------------------------------------------------------,-,----------------'ci UOSJapuof :,-(9 paAOS lSDl Vid l £=-r -9 lO Z: '£Z: qa.:1 APPENDIX BB SWPPP PROJECT SUMMARY Weston Heights North Technical Information Report ----------- PROJECT TEAM MEMBERS: Title Certified Erosion & Sediment Control Lead Resident Engineer Emergency Ecology Contact Emergency Owner Contact Non-Emergency Ecology Contact Monitoring Personnel ESTIMATED CONSTRUCTION SCHEDULE: • Construction Start Date • Install ESC Measures • Construction End Date CONSTRUCTION BMP LIST: • Silt Fence (BMP C233) • Storm Drain Inlet Protection (BMP C220) Name(s) To be provided To be provided Puget Sound Office To be provided Northwest Region To be provided July 2016 July 2016 October 2016 • Materials on Hand (BMP C150) may also be applicable • Detention Pond Or Vault • Temporary and Permanent Seeding (BMP C120) • Plastic Covering (BMP C123) • Interceptor Dike and Swale (BMP C200) • Check Dams (BMP C207) Weston Heights North Technical Information Report Phone Number ( 425) 649-7000 (425) 649-7000 Weston Heights North Technical Information Report APPENDIX BC ALTERNATIVE BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SW PPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 -Mark Clearing Limits • High Visibility Plastic or Metal Fence (BMP C103) Element #2 -Establish Construction Access • Wheel Wash (BMP C106) Element #3 -Control Flow Rates • (none) Element #4 -Install Sediment Controls • Straw Bale Barrier (BMP C230) • Vegetated Strip (BMP C234) • Materials on Hand (BMP C150) Element #5 -Stabilize Soils • Dust Control (BMP C140) • Topsoiling (BMP C125) • Sodding (BMP C124) Element #6 -Protect Slopes • Straw Wattles (BMP C235) • Grass-Lined Channels (BMP C201) Element #7 -Protect Drain Inlets • (none) Element #8 -Stabilize Channels and Outlets • Level Spreader (BMP C206) Element #10 -Control Dewatering • (none) Weston Heights North Technical Information Report ------------ Weston Heights North Technical Information Report APPENDIX 8D GENERAL PERMIT ----------~--- Construction Stormwater General Permit A copy of the construction stormwater general permit will be added to this appendix once it is obtained. Weston Heights North Technical Information Report APPENDIX 8E SITE LOG & INSPECTION FORMS Weston Heights North Technical Information Report Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SW PPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. Locations of BMPs inspected, ii. Locations of BMPs that need maintenance, iii. The reason maintenance is needed iv. Locations of BMPs that failed to operate as designed or intended, and v. Locations where additional or different BMPs are needed, and the reason(s) why. e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring perfomned during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SW PPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. Weston Heights North Technical Information Report Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL#: Date: Time: Inspection Type: o After a rain event o Weekly o Turbidity/transparency benchmark exceedance o Other Weather Precipitation Since last inspection Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location I Inspected Functioning I y N y N NIP BMP: Location I Inspected Functioninq I y N y N NIP Element 2: Establish Construction Access BMP: Location I Inspected I y N BMP: Location I Inspected I Weston Heights North Technical Information Report y N Functioning y N NIP Functioninq y N NIP In last 24 hours Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 3: Control Flowrates BMP: Location I Inspected I y N BMP: Location I Inspected I y N Functionina y N NIP Functionina y N NIP Element 4: Install Sediment Controls BMP· Location I Inspected I y N BMP· Location I Inspected I y N Element 5: Stabilize Soils BMP· Location I Inspected I y N BMP: Location I Inspected I Weston Heights North Technical Information Report y N Functionina y N NIP Functionina y N NIP Functionina y N NIP Functioning y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 6: Protect Slopes BMP· Location I lnsoected I y N BMP· Location I lnsoected I y N Element 7: Protect Drain Inlets BMP· Location I Inspected I y N BMP· Location I lnsoected I y N F unctioninq y N NIP Functioninq y N NIP Functioninq y N NIP Functioning y N NIP Element 8: Stabilize Channels and Outlets BMP· Location I lnsoected I y N BMP· Location I lnsoected I Weston Heights North Technical Information Report y N Functioning y N NIP Functioninq y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 9: Control Pollutants BMP· Location I Inspected I y N BMP· Location I lnsoected I y N Element 10: Control Dewatering BMP· Location I Inspected I y N BMP· Location I Inspected I y N Functionino Problem/Corrective Action y N NIP Functionina Problem/Corrective Action y N NIP Funclionino Problem/Corrective Action y N NIP Functionina Problem/Corrective Action y N NIP Stormwater Discharges From the Site Observed? Location Turbiditv Discoloration Sheen Location Turbiditv Discoloration Sheen Weston Heights North Technical Information Report y N Problem/Corrective Action Water Quality Monitorina Was any water quality monitoring conducted? D Yes D No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? D Yes D No f-- If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone#: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the insoection. Were Photos Taken? If photos taken, describe photos below: Weston Heights North Technical Information Report D Yes D No ----------------·--"-.. --------~---~ SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Weston Heights North Technical Information Report Bond Quantities, Facilities Summaries, and Declaration of Covenant Bond Quantities can be provided to the City upon request Storm drainage facilities are detailed on the engineering plans A declaration of covenant can be provide as part of the homeowner's association documentation if required. Weston Heights North Technical Information Report ------------------ SECTION 10 OPERATIONS AND MAINTENANCE MANUAL ---------------------- Weston Heights North Technical Information Report Operations and Maintenance Manual The following pages are selections from Appendix A of the 2009 King County Stormwater Design Manual, applicable to this project: Weston Heights North Technical Information Report NO. 1 -DETENTION PONDS Maintenance Defect or Problem Component Site Trash and debris Noxious weeds Contaminants and pollution Grass/groundcover Top or Side Slopes Rodent holes of Dam, Bern, or Embankment Tree growth Erosion Settlement Storage Area Sediment accumulation Liner damaged (If Applicable) lnJeUOutlet Plpe. Sediment accumulation Trash and debris Damaged Emergency Tree growth Overflow/Spillway Rock missing Weston Heights North Technical Information Report Conditions When Maintenance Is Needed Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Grass or groundcover exceeds 18 inches in height. Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Tree growth threatens integrity of slopes, does not allow maintenance access, or interferes with maintenance activity. If trees are not a threat or not interfering with access or maintenance. they do not need to be removed. Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Any erosion observed on a compacted slope. Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation. Accumulated sediment that exceeds 10% of the designed pond depth. Liner is visible or pond does not hold water as designed. Sediment filling 20% or more of the pipe. - Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). Cracks wider than /'2-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. Tree growth impedes flow or threatens stability of spillway. Only one layer of rock exists above native soil in area five square feet or larger or any exposure of native soil on the spillway. Results Expected When Maintenance Is Performed Trash and debris cleared from site. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass or groundcover mowed to a height no greater than 6 inches. Rodents removed or destroyed and dam or bem, repaired. Trees do not hinder facility performance or maintenance activities. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Top or side slope restored to design dimensions. If settlement is significant. a licensed civil engineer should be consulted to determine the cause of the settlement. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Liner repaired or replaced. Inlet/outlet pipes clear of sediment. No trash or debris in pipes. No cracks more than 1/;-inch wide at the joint of the inleUoutlet pipe. Trees removed. Spillway restored to design standards. NO. 3 -DETENTION TANKS AND VAULTS Maintenance Defect or Problem Component Site Trash and debris Noxious weeds Contaminants and pollution Grass/groundcover Tank or Vault Trash and debris Storage Area Sediment accumulation Tank Structure Plugged air vent Tank bent out of shape Gaps between sections, damaged joints or cracks or tears in wall Vault Structure Damage to wall, frame, bottom, and/or top slab Inlet/Outlet Pipes Sediment accumulation Trash and debris Damaged I Weston Heights North Technical Information Report Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. Na danger of noxious vegetation where County personnel or the public might normally be. Any evidence of contaminants or pollution such Materials removed and disposed of as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass or groundcover exceeds 18 inches in Grass or ground cover mowed to a height. height no greater than 6 inches. Any trash and debris accumulated in vault or tank No trash or debris in vault. (includes floatables and non-floatables). Accumulated sediment depth exceeds 1 0% of the All sediment removed from storage diameter of the storage area for% length of area. 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 % length of tank. Any blockage of the vent. Tank or vault freely vents. Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. than 10% of its design shape. A gap wider than %-inch at the joint of any tank No water or soil entering tank sections or any evidence of soil particles entering through joints or walls. the tank at a joint or through a wall. Cracks wider than %-inch, any evidence of soil Vault is sealed and structurally entering the structure through cracks or qualified sound. inspection personnel detennines that the vault is not structurally sound. Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-fioatables). Cracks wider than 1h-inch at the joint of the No cracks more than '/.,.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. -----··--------·------------·--·---------- NO. 3 -DETENTION TANKS AND VAULTS Maintenance Defect or Problem Component Access Manhole Cover/lid not in place Locking mechanism not working Cover/lid difficult to remove Ladder rungs unsafe Large access Damaged or difficult doors/plate to open Gaps. doesn't cover completely Lifting Rings missing, rusted Weston Heights North Technical Information Report Conditions When Maintenance is Needed Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Missing rungs, misalignment, rust. or cracks. Large access doors or plates cannot be opened/removed using normal equipment. Large access doors not flat and/or access opening not completely covered. Lifting rings not capable of lifting weight of door or plate. Results Expected When Maintenance is Performed Manhole access covered. Mechanism opens with proper tools. Cover/lid can be removed and reinstalled by one maintenance person. Ladder meets design standards. Allows maintenance person safe access. Replace or repair access door so it can opened as designed. Doors close flat and covers access opening completely. Lifting rings sufficient to lift or remove door or plate. -~-" "------- NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Component Structure Trash and debris Sediment Damage to frame and/or top slab Cracks in walls or bottom Settlement! misalignment Damaged pipe joints Contaminants and pollution Ladder rungs missing or unsafe FROP-T Section Damage Weston Heights North Technical Information Report Condition When Maintenance is Needed Trash or debris of more than :12 cubic foot which ls located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. Trash or debris in the structure that exceeds 1 / 3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in volume. Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Comer of frame extends more than-% inch past curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than 1;:; inch. Frame not sitting flush on top slab, i.e., separation of more than-% inch of the frame from the top slab. Cracks wider than IS inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Cracks wider than IS inch and longer than 1 foot at the joint of any inletloutlet pipe or any evidence of soil particles entering structure through cracks. Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Cracks wider than /2-inch at the joint of the inleUoutlet pipes or any evidence of soil entering the structure at the joint of the inleUoutlet pipes. Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Ladder is unsafe due to missing rungs, misalignment, rust, cracks. or sharp edges. T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight or show signs of deteriorated grout. Any holes-other than designed holes-in the structure. Results Expected When Maintenance is Performed No Trash or debris blocking or potentially blocking entrance to structure. No trash or debris in the structure. No condition present which would attract or support the breeding of insects or rodents. Sump of structure contains no sediment. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Structure is sealed and structurally sound. No cracks more than 1 / 4 inch wide at the joint of inletloutlet pipe. Basin replaced or repaired to design standards. No cracks more than 1;:;-inch wide at the joint of inlet'outlet pipes. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder meets design standards and allows maintenance person safe access. T section securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight: structure repaired or replaced and works as designed. Structure has no holes other than designed holes. NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Component Orifice Plate Damaged or missing Obstructions Overflow Pipe Obstructions Deformed or damaged lip Inlet/Outlet Pipe Sediment accumulation Trash and debris Damaged Metal Grates Unsafe grate opening (If Applicable) Trash and debris Damaged or missing Manhole Cover/Lid Cover/lid not in place Locking mechanism Not Working Cover/lid difficult to Remove Weston Heights North Technical Information Report Condition When Maintenance is Needed Cleanout gate is not watertight. Gate cannot be moved up and down by one maintenance person. Chain/rod leading to gate is missing or damaged. Control device is not working properly due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Lip of overflow pipe is bent or deformed. Sediment filling 20% or more of the pipe. Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). Cracks wider than ;/,,-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inletloutlet pipes. Grate with opening wider than 7 / 8 inch. Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. person. Results Expected When I Maintenance is Performed ' Gate is watertight and works as I designed. Gate moves up and down easily and l is watertight. l Chain is in place and works as I designed. ' • Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/outlet pipes clear of sediment. No trash or debris in pipes. ; No cracks more than 11.t-inch wide at I the joint of the inlet/outlet pipe. ' Grate opening meets design standards. Grate free of trash and debris. footnote to guidelines for disposal Grate is in place and meets design standards. Cover/lid protects opening to structure. Mechanism opens with proper tools. Cover/lid can be removed and reinstalled by one maintenance NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Component Structure Sediment Trash and debris Damage to frame and/or top slab Cracks in walls or bottom SetuemenU misalignment Damaged pipe joints Contaminants and pollution lnleUOutlet Pipe Sediment accumulation Trash and debris Damaged Weston Heights North Technical Information Report Condition When Maintenance is Needed Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash or debris of more than :h cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. Trash or debris in the catch basin that exceeds 1 /3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases {e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume. Comer of frame extends more than Y.. inch past curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than ~ inch. Frame not sitting flush on top slab, i.e., separation of more than Y.. inch of the frame from the top s!ab. Cracks wider than ;/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than ;/2 inch and longer than 1 foot at the joint of any inleUoutlet pipe or any evidence of soil particles entering catch basin through cracks. Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Cracks wider than %-inch at the joint of the inleUoutlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Sediment filling 20% or more of the pipe. Trash and debris accumulated in inleUoutlet pipes {indudes floatables and non-floatables). Cracks wider than %-inch at the joint of the inleUoutlet pipes or any evidence of soil entering at the joints of the inleUoutlet pipes. Results Expected When Maintenance is Performed Sump of catch basin contains no sediment. No Trash or debris blocking or potentially blocking entrance to catch basin. No trash or debris in the catch basin. No dead animals or vegetation present within catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Catch basin is sealed and structurally sound. No cracks more than 1 / 4 inch wide at the joint of inleUoutlet pipe. Basin replaced or repaired to design standards. No cracks more than X-inch wide at the joint of inlet/outlet pipes. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. lnleUoutlet pipes clear of sediment. No trash or debris in pipes. No cracks more than ;4-inch wide at the joint of the inlet/outlet pipe. NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Component Metal Grates Unsafe grate opening (Catch Basins) Trash and debris Damaged or missing Manhole Cover/Lid Cover/lid not in place Locking mechanism Not Working Cover/lid difficult to Remove Weston Heights North Technical Information Report Condition When Maintenance is Needed Grate with opening wider than 7 / a inch. Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Botts cannot be seated. Self-locking cover/lid does not work. One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. person. Results Expected When Maintenance is Performed Grate opening meets design standards. Grate free of trash and debris. footnote to guidelines for disposal Grate is in place and meets design standards. Cover/lid protects opening to structure. Mechanism opens with proper tools. Cover/lid can be removed and reinstalled by one maintenance NO. 6 -CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Component Pipes Sediment & debris accumulation Vegetation/roots Contaminants and pollution Damage to protective coating or corrosion Damaged Ditches Trash and debris Sediment accumulation Noxious weeds Contaminants and pollution Vegetation Erosion damage to slopes Rock lining out of place or missing (If Applicable) Weston Heights North Technical Information Report Conditions When Maintenance is Needed Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Vegetation/roots that reduce free movement of water through pipes. Any evidence of contaminants or pollution such as oil, gasoline. concrete slurries or paint. Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20% of the design depth. Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Vegetation that reduces free movement of water through ditches. Any erosion observed on a ditch slope. One !ayer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Results Expected When Maintenance is Performed Water flows freely through pipes. Water flows freely through pipes. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debrls cleared from ditches. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Water flows freely through ditches. Slopes are not eroding. Replace rocks to design standards. NO. 9-FENCING Maintenance Defect or Problem Component Site Erosion or holes under fence Wood Posts, Boards Missing or damaged and Cross Members parts Weakened by rotting or insects Damaged or failed post foundation Metal Posts, Rails anc Damaged parts Fabric Deteriorated point or protective coating Openings in fabric Weston Heights North Technical Information Report Conditions When Maintenance is Needed Erosion or holes more than 4 inches high and 12- 18 inches wide permitting access through an openina under a fence. Missing or broken boards, post out of plumb by more than 6 inches or cross members broken. Any part showing structural deterioration due to rotting or insect damage. Concrete or metal attachments deteriorated or unable to support posts. Post out of plumb more than 6 inches. Top rails bent more than 6 inches. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Missing or loose tension wire. Part or parts that have a rusting or scaling condition that has affected Openings in fabric are such that an 8- inch diameter ball could fit through. Results Expected When Maintenance is Performed. No access under the fence. No gaps on fence due to missing or broken boards, post plumb to within 1 % inches, cross members sound. All parts offence are structurally sound. Post foundation capable of supporting posts even in strong wind. Post plumb to within 1 Y2 inches. Top rail free of bends greatyer than 1 inch. Fence is aligned and meets design standards. Tension wire in place and holding fabric. Structurally adequate posts or parts with a uniform protective coating. Fabric mesh openings within 50% of grid size. NO. 10 -GATES/BOLLARDS/ACCESS BARRIERS Maintenance Defect or Problem Component Chain Link Fencing Damaged or missing Gate members Locking mechanism does not Jock gate Openings in fabric Bar Gate Damaged or missing cross bar Locking mechanism does not lock gate Support post damaged Bollards Damaged or missing Does not lock Boulders Dislodged Circumvented Weston Heights North Technical Information Report Conditions When Maintenance is Needed Missing gate. Broken or missing hinges such that gate cannot be easily opened and dosed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. Locking device missing, no-functioning or does not link to all parts. Openings in fabric are such that an 8-inch diameter ball could fit through. Cross bar does not swing open or closed, is missing or is bent to where it does not prevent vehicle access. Locking device missing, no-functioning or does not link to all parts. Support post does not hold cross bar up. Bollard broken, missing, does not fit into support hole or hinge broken or missing. Locking assembly or lock missing or cannot be attached to lock bollard in place. Boulders not located to prevent motorized vehicle access. Motorized vehicles going around or between boulders. Results Expected When Maintenance is Performed Gates in place. Hinges intact and lubed. Gate is working freely. Gate is aligned and vertical. Stretcher bar, bands, and ties in place. Locking mechanism prevents opening of gate. Fabric mesh openings within 50% of grid size. Cross bar swings fully open and closed and prevents vehicle access. Locking mechanism prevents opening of gate. Cross bar held up preventing vehicle access into facility. No access for motorized vehicles to get into facility. No access for motorized vehicles to get into facility. No access for motorized vehicles to get into facility. No access for motorized vehicles to get into facility. NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Component Site Trash or litter Noxious weeds Contaminants and pollution Grass/groundcover Trees and Shrubs Hazard Damaged Weston Heights North Technical Jnformation Report Conditions When Maintenance is Needed Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Grass or groundcoverexceeds 18 inches in height. Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Limbs or parts of trees or shrubs that are split or broken which affect more than 25'% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Results Expected When Maintenance is Performed Trash and debris cleared from site. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass or groundcover mowed to a height no greater than 6 inches. No hazard trees in facility. Trees and shrubs with less than 5% of total foliage with split or broken limbs. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Tree or shrub in place and adequately supported: dead or diseased trees removed. NO. 12 -ACCESS ROADS Maintenance Defect or Problem Component Site Trash and debris Contaminants and pollution Blocked roadway Road Surface Erosion, settlement. potholes. soft spots, ruts Vegetation on road suriace Shoulders and Erosion Ditches Weeds and brush Modular Grid Contaminants and Pavement pollution Damaged or missing Weston Heights North Technical Information Report Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance square feet (i.e., trash and debris would fill up vehicles. one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Any evidence of contaminants or pollution such Materials removed and disposed of as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. 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 At least 12-foot of width on access 12 foot width for a distance of more than 12 feet road. or any point restricting access to less than a 10 foot width. Any suriace defect which hinders or prevents Road drivable by maintenance maintenance access. vehicles. Trees or other vegetation prevent access to Maintenance vehicles can access facility by maintenance vehicles. facility. Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and inches wide and 6 inches deep. matching the surrounding road. Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. Any evidence of contaminants or pollution such Materials removed and disposed of as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a suriace oil film. Access surface compacted because of broken on Access road surface restored so missing modular block. road infiltrates. N0.16-WETPOND Maintenance Defect or Problem Component Site Trash and debris Noxious weeds Contaminants and pollution Grass/groundcover Side Slopes of Dam, Rodent holes Berm, internal berm or Embankment Tree growth Erosion Top or Side Slopes Settlement of Dam. Berm, internal berm or Embankment Irregular surface on internal berm Pond Areas Sediment accumulation (except first wetpool cell) Sediment accumulation (first wetpool cell) Liner damaged (If Applicable) Water level (first wetpool ce!I) Algae mats (first wetpool cell) Gravity Drain Inoperable valve Valve won't seal ---------·------------- Weston Heights North Technical Information Report Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Any trash and debris accumulated on the Wetpond site free of any trash or wetpond site. debris. Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Any evidence of contaminants or pollution such Materials removed and disposed of as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Any evidence of rodent holes if facility is acting Rodents removed or destroyed and as a dam or berm, or any evidence of water dam or berm repaired. piping through darn or berm via rodent holes. Tree growth threatens integrity of dams. berms or Trees do not hinder faCllity slopes. does not allow maintenance access, or periormance or maintenance interieres with maintenance activity. If trees are activities. not a threat to dam, berm or embankment integrity, are not interfering with access or maintenance or !eaves do not cause a plugging problem they do not need to be removed. Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate of damage is still present or where there is erosion control measures. If erosion potential for continued erosion. Any erosion is occurring on compacted slope. a observed on a compacted slope. licensed civil engineer should be consulted to resolve source of erosion. Any part of a dam, berm or embankment that has Top or side slope restored to design settled 4 inches lower than the design elevation. dimensions. If settlement is significant. a licensed civil engineer should be consulted to determine the cause of the settlement. Top of berm not uniform and level. Top of berm graded to design elevation. Accumulated sediment that exceeds 10% of the Sediment cleaned out to designed designed pond depth. pond shape and depth. Sediment accumulations in pond bottom that Sediment storage contains no exceeds the depth of sediment storage (1 foot) sediment. plus 6 inches. Liner is visible or pond does not hold water as Liner repaired or replaced. designed. First cell empty. doesn't hold water. Water retained in first cell for most of the year. Algae mats develop over more than 10% of the Algae mats removed (usually in the water surface should be removed. late summer before Fall rains, especially in Sensitive Lake Protection Areas.) Valve will not open and close. Valve opens and closes normally. Valve does not seal completely. Valve completely seals closed. N0.16-WETPOND Maintenance Defect or Problem Component Emergency Overflow Tree growth Spillway Rock Missing Inlet/Outlet Pipe Sediment accumulation Trash and debris Damaged Weston Heights North Technical Information Report Condition When Maintenance is Needed Results Expected When Maintenance ls Performed Tree growth impedes flow or threatens Trees removed. stability of spillway. Only one layer of rock exists above Spillway restored to design native soil in area five square feet or standards. larger, or any exposure of native soil at the top of out flow path of spillway. Rip- rap on inside slopes need not be replaced. Sediment filling 20% or more of pipe. Inlet/outlet pipes clear of sediment. Trash and debris accumulated in inlet/outlet pipes No trash or debris in pipes. (includes floatables and non-floatables). Cracks wider than %-inch at the joint of the No cracks more than 14-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. N0.17-WETVAULT Maintenance Defect or Problem Component Site Trash and debris Treatment Area Trash and debris Sediment accumulation Contaminants and pollution Vault Structure Damage to wall, frame, bottom, and/or top slab Baffles damaged Ventilation lnleUOutlet Pipe Sediment accumulation Trash and debris Damaged Gravity Drain Inoperable valve Valve won't seal Access Manhole Access cover/lid damaged or difficult to open Locking mechanism not working Cover/lid difficult to remove Access doors/plate has gaps, doesn't cover completely Lifting Rings missing, rusted Ladder rungs unsafe Weston Heights North Technical Information Report Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris accumulated on facility site. Trash and debris removed from facility site. Any trash and debris accumulated in vault No trash or debris in vault. (includes floatables and non-floatables). Sediment accumulation in vault bottom exceeds No sediment in vault. I the depth of the sediment zone plus 6 inches. Any evidence of contaminants or pollution such Materials removed and disposed of as oil. gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oi! film. Cracks wider than %-inch, any evidence of soil Vault is sealed and structurally entering the structure through cracks, vault does sound. not retain water or qualified inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking, warping and/or Repair or replace baffles or walls to showing signs of failure or baffle cannot be specifications. removed. Ventilation area blocked or plugged. No reduction of ventllation area exists. Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes (indudes floatables and non-floatables). Cracks wider than Yz-inch at the joint of the No cracks more than ";.;-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inlet/outlet pipes. Valve will not open and close. Valve opens and closes normally. Valve does not seal completely. Valve completely seals closed. Access cover/lid cannot be easily opened by one Access cover/lid can be opened by I person. Corrosion/deformation of cover/lid. one person. Mechanism cannot be opened by one Mechanism opens with proper tools. maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. One maintenance person cannot remove Cover/lid can be removed and cover/lid after applying 80 lbs of lift. reinstalled by one maintenance person. Large access doors not flat and/or access Doors close flat and covers access opening not completely covered. opening completely. Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or or plate. remove door or plate. Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access.